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13-102165
CITY OF Federal Way DATE: October 3, 2013 TO: Howard G. Kimura, AIA, HG Kimura Architect, PLLC FILE FROM: Kevin Peterson MEMORANDUM Public Works Department SUBJECT: TACO TIME - (13-102165-00-CO) 35500 ENCHANTED PKWY S Public Works Dept Review comments, Aug 27, 2013 re -submittal Please have the civil engineer address the following comments: Sheet C1.1- 1) Remove the Street Lighting Notes from this page 2) Add Wet Season Special Provision Notes (2009 KCSWDM, Appendix D) to this page, OR to the TESC Plan Sheet (C2.0). Sheet C2.0- 1) See comment #2, above. Sheet C8.6- 1) There are several dark patches on this sheet, that in a few instances, obscure some of the notations on the City details. Please eliminate the dark poatches from this sheet CITY OF . Federal June 19, 2013 H.G. Kimura Architect, PLLC P.O. Box 59415 Renton, WA 98058 CITY HALL Way 8th Avenue South Federal Way, WA 98003-6325 (253) 835-7000 www cityoffederalway. com RE.- Permit #13-101165-00-CO; TACO TIME 35500 ENCHANTED PKWYS Dear Mr. Kimura, The Public Works Department has reviewed the materials submitted for the above -referenced permit. Prior to permit approval, the following shall be addressed: Sheet SDI. 1 — 1) There appear to be a number of Key Notes that are repeated (30-41). Please revise. 2) Key Note 36 provides inconsistent notation (between the 2 'repeated' notes). Please review and revise as necessary. 3) Key Note 44 indicates Existing' sidewalk, however, I believe this is shown where the new sidewalk will be constructed. All Civil CC) Sheets — 1) Revise the City Permit number in the approval block to Permit No. 13-102165-CO. Sheet C1.2 — 1) Remove the Approval Block from this sheet. Since this is a topographic survey of existing site conditions, this sheet does not require City approval. Sheet C2.0 — 1) Show the silt fence to extend along the edges (approx. 3/4 of the length) of the temporary construction road. This will help ensure all vehicles travel the length of the road. 2) Add temporary CB protection to the CB in Enchanted Parkway, just north of the site. 3) Please show either a Sediment Pond or Sediment Trap as a means to provide temporary on -site sediment retention and provide appropriate pond/trap sizing calculations and details. Revise the TESC notes as necessary. Doc. LD_ 17156000050 Sheet C3.0 — 1) It may be worthwhile to add a note that a separate permit is required for the demolition of the existing buildings. Sheets 4.0 (and other sheets as affected) — 1) The City has determined that street lights will not be required along the property frontage, due to the fact that the street alignment is not changing for this project. Please remove the street lights from this- and all other sheets where the street lights are shown. Sheets C4.2 and C4.3 — 1) Retaining walls require a separate building permit, so these 2 sheets will not be approved under this permit. It is advisable to remove these 2 sheets from these plans, so that there is no confusion on the contractor's part that the walls have been approved under this permit. Sheet C5.1 — 1) Have the existing underground power and phone conduits (Profile #1) been located vertically (pot -holed)? If not, we strongly encourage that this be done, given that there appears to be little room to adjust the storm drain profile in the event that these utilities are actually deeper than shown. Sheet C5.3 — 1) Please check the bottom orifice elevation on the Control Structure Section detail — it appears to be incorrect. 2) Please revise the manhole steps leader note to indicate 12"1 rather than 12' spacing on the plan and section view. Sheet C7.1- 1) Remove the Approval Block from this sheet, as it has not been reviewed for accuracy by the City. Sheet C7.2 - 1) If at all feasible, revise the sidewalk and/or sanitary sewer manhole location at the south end of the frontage improvements so that the manhole does not lie in the new sidewalk. 2) Rotate the North arrow. 3) Revise the sawcut line to incorporate the storm drain connection to the existing manhole. Doc. I.D. 17156000050 Sheet C8.0 — 1) Remove detail 7, dewatering sump, per previous comments. Sheet C8.6 — 1) Replace City Standard Detail 3-6 with City Standard Detail 3-6A (Commercial driveway) as Detail 1. Sheet C8.7 — 1) Remove the Approval Block from this sheet, as this will be reviewed and approved by Lakehaven Utility District. Sheet L1.1 — 1) Since street lights will not be required along the property frontage, please add 2 more street trees in place of the lights. 2) The trees planted in the City planter strip shall be 2.5-inch caliper, rather than 1.5 inch as currently noted. Sheet L1.2 — 1) The trees planted in the City planter strip shall be 2.5-inch caliper, rather than 1.5 inch as currently noted. Sheet L2.1 — 1) City development standards require that the planter strip between the sidewalk and curb on Enchanted Parkway be irrigated. This policy requires a separate meter and controller for that irrigation system, with the controller/meter located within the City right of way. However, due to the location of the connection point to the water main and the somewhat significant extension of service line needed to reach the right of way, the City will allow the planter strip irrigation system to be a part of the private irrigation system. The owner will have to enter into a License agreement with the City. The License agreement shall be executed and recorded at the County, prior to Final Building Inspection. A copy of the License is enclosed for the owners review and signature. Technical Information Report (TIR) — 1) Please provide computer print-outs of the pre- and post -development peak flows (flow frequency analysis). 2) Pages 13, 14, and 15 are missing. Other — 1) Bonding is required for all improvements within the City right of way of Enchanted Parkway South, as well as for all on- and off -site TESC measures. Please have the owner Doc. I.D.17156000050 complete and return the enclosed Information sheet for Performance/Maintenance Bond, OR Information sheet for Assignment of Funds in Lieu of Bond. 2) Please complete the Statutory Warranty Deed worksheet, for the dedication of the 3-feet for right of way. The deed will also require a legal description of the area to be dedicated, as well as a drawing exhibit that will be attached to the deed. The legal description and drawing exhibit shall conform to the formatting requirements of King County Records. Please revise the drawings as necessary, and re -submit 4 copies of the revised sheets. If you have any questions, please contact me at (253) 835-2734, or via e-mail at kevin.peterson@cjt yoffederalway.com Sincerely, 11t, t"_ Y �Q-- Kevin Peterson Engineering Plans Reviewer KP:mj enclosures cc: Project File Day File Doc. I.D. 17156000050 • [a Fed era l Way WASHINGTON Federal Way ENCHANTED WAY TACO TIME RESPONSE TO CITY COMMENTS December 18, 2012 TacoTlme JTE . Jake Traffic Engineering, Inc. Mark J. Jacobs, PE, PTOE, President 2614 39th Ave SW - Seattle, WA 98116 - 2503 Tel. 206.762.1978 - Cell 206.799.5692 E-mail iaketraffic@comcast.net } + %,j ,f h RESUBMI" v ED DEC 2 8 2012 CITY OF FEDERAL WAY CDS J T �E . . Jake Traffic Engineering, Inc . Ms. Kristen Hanna TACO TIME, HANNA GROUP 1302 W Meeker Street Kent, WA 98032-4321 Mark J. Jacobs, PE, PTOE President 2614 39th Ave. SW Seattle, WA 98116-2503 Tel. 206.762.1978 - Cell 206.799.5692 E-mail jaketraffic@comcastnet December 18, 2012 Re: Enchanted Parkway Taco Time - Federal Way, WA Federal Way #12-104874-UP Technical Review November 27, 2012. Response to City Comments Dear Ms. Hanna, The City made a number of comments regarding the Site Plan with respect to traffic items in their November 27, 2012 Technical Review Comments letter. I have prepared this letter in response to City comments. The City comment and my response follow: Site Plan Review Comments: 1. Left -turn ottt access, onto SR 161 shall be rest] Icted clue to safety? concerns with the northbound queue; fl•olll South 5-Ind Street al d SR 161 intersection and prO'Xilllity TO 16'h Avenue South. The proposed driveway lutist be desl,Sl' led to prohibit left -turn om nlovelllent The apphcatlt's traffic engineer iliav stlbunt a written request inTh suppoltnlg iafetw analysis for access modification if desired. Please note that modification requests have a Dollllllal rexiew fee. A Site Access Analysis - Modification Request dated November 26, 2012 was sent to the City on the 271h. This report technically shows that the driveway works with full turning movements. 2. t'erlft` drive -tine g1let1i12 fOl' the proposed restaurant to ensure that storage pocket is, adegwile to acconiniodate the expected queues and ivill not create safety issue Or impact rile luilll chiveway. JTE, Inc. obtained a queuing template for use in determining queuing. This template was provided by Rick Perez, PE, PTOE. Two items are needed to use the template traffic volume entering the site and the time it takes to conduct a typical transaction. The queuing template does not adjust for customers seeing a queue and choosing to go inside the store in lieu of queuing up. Thus provides a conservative evaluation. The PM peak hour site traffic is identified to be 48 vehicle trips (based on JTE, Inc. data) with 53% entering and 47% exiting the site during the PM peak hour. It is noted not all the customer traffic using the site would use the drive up service lanes; some would park and obtain services inside. However for analysis purposes all site customers are presumed to use „e �.�,a.•,a: , .i�.::rou wer�.-.rya win r.o,nma �:,�.:..:am .a�:,. >,. -. �„e.m... u,..m_a„:.-.ee,mni�. , COLOR CAM ONLY JTE, � nc. Ms. Kristen Hanna TACO TIME, HANNA GROUP December 18, 2012 Page -2- the drive up service lanes that ensures a conservative queuing study. The presumed average transaction time is conservatively estimated at 3 minutes. The attached queuing also includes a 5-minute transaction time. The queuing analysis indicates 95% queues of 3 to 5 vehicles. The queue storage depicted on the site plan is 9 to 10 vehicles that are ample. And no effect to the site access/SR -161 I/S would be incurred. - . Streetlis!llt� on SR 161 should be depicted oil the prehiliinai- plans Ok -1, The proposed dm'eway Should be widened To 40 feet to acC01111110C1ate t1'aft1L frolll future padlot Federal Way Develo ment Standards 3.2.13 Driveways subsection B B. N idili 1. T.ur drive\ra\ cut, that serve ulllNl�-I':Itllily rc�i�l�ntial tt.eS. the nlaximum drivew;iv 'width is the greater of 20) (evi I01' :1 I%0-WM' driveway. or tell Icct for each Parking mall. and ten Ieet fora one-way Llrivc a-ar, but Imn nut exceed iU li,-el at (lie front prollerly line. For driveua), cuts that serve use,. other th:ul Single-family residential LISOSn the 111:1XII11t1I11 driVe1611)" wldlh is 311 feet for a twit-latle, two-Nvav- dnvca:ly and 40 levi fi,r a thae-lane. Mo-way driveway. Driveway cut �ridths n1:Iy IV increased in order w provide aLlequate width fL+r vehiL•les ttl:d may he rea,�at:dtl� expected no use the drive\%ay. as determined hx dic Public \t'orks DlreC101'. The Development Standards identify the maximum driveway width at 30 feet for a two lane two way driveway. I conducted LOS analysis of the driveway using both Synchro and HCS programs. The projected Taco Time traffic was doubled and tripled to ascertain the potential to need a 40' driveway width. With the projected traffic tripled the driveway approach would operate at a good LOS 'D' or better with an average delay of 27.8 seconds based on the HCS program. The Synchro program indicates LOS 'C' operations with triple traffic. Synchro accounts for the gaps in traffic created by the signal operations that facilitates the driveway operation. Based on my analysis a 40' driveway is not likely to be needed in the future. Thus a 30' driveway per City standard is appropriate. The project team is refining the site plan per City comments and will design the driveway with a 30' width per Development Standards 3.2.136 E i1n\-,-n. •,-.f,-ra�_tl:-'=! E:�rlia, i.tWnr l.... vv r-�.i.ri.e0•r.Wia No: �f CFnen.nt+Jla�'.. Indirir.n��nG='nLn;;n �,. COLOR COPY ONLY JTE, Inc. Ms. Kristen Hanna TACO TIME, HANNA GROUP December 18.2012 Page -3- 5. Half street improvement and riallt-of-Nviv dedicati011 alone the propelly fitoutage on 13R 161 is required pet (11y code SR 161 iEw;hanted Parkzway' S i to a Principal .Aitenal planned as a TeVe "C" street. con,istlne of a'2- street includu1g a 5' bike lane. curb and °Sitter. 6' planter strips with street trees. S' slde��aiks. and Street ]1J1Is in a 106' 17?ht-of -tali (ROW). These improvements have been constructed but 110T To the Current adopTed standard. As Sikh. the entire frontage would require 3" nJ1t-of-wiN, dedication and construction of a new i.replaced� S' concrete sidewalk and a 9' - 10' phtuiter strip with street trees between the new sidewalk and existing Curb. and new street lights in accordance with City standards. Maintaining the existing curb -line makes sense. The City further made comment regarding the submitted Independent Fee Calculation. FAN RC" 19.91.070 - Independent Traffic Impact Fee Calculation: The applicant has subautted all independent fee calculation for the development in lieu of traffic impact fez pa) -mew pet the adopted fee schedule. Staff has rexlewed the submitted trip generation study.ind revision b not necess.-ay However. the applicants traffic ellglileel' s110111d prOVlde ClanfiCatiOn Ohl Tile followin_ cormuents. 1. The three stuvey sites should be approved b1 the City stitY prio1' to conducting the suivey� Of the Three stUveV sites, staff Would reconunend removing The Willingford restaurant site front the list due to surrounding use,, not compatable to the proposed site. I The adjacent street traffic count conducted for The Auburn site should be ConduC1ed aT the intersection of 1,;t° Street SW .0 A Street NE Rlotit of the Traffic ewelmt< and exnnlg the site would likeh Utilize this inter,ectlon instead of 1 Ith Sweet 1��" �C _� STrreT NE. Traffic data of the adjacent sweet traffic for the site ill Wallingford Nva, not collected in the -,,line manner a�, the Taco Tinie site in Aubuni Please clanfi, why the peak hour of adjacent traffic for The intersection of North -l;m StreeT & Coil1s,, Avenue North was not conducted for this site. Comment #1 is noted. The sites selected are operated by the project proponent. Reviewing the data for Wallingford shows that it generates less vehicular traffic than the other stores studied. But this site also showed the lowest pass -by rate. The factored trip generation rate is 11.61(14.7 x 0.79) as compared to 12.6 for the 3 - sites combined. Similarly if the Auburn site is looked at alone the factored TG rate would be 12.11. Comments #2 and 3 - The driveway data collection was conducted by one person with a focus on collecting the driveway counts. Simultaneously collecting a TMC at the noted intersections is not practical for a single data collection person. Data collection of the adjacent 14th St. NW/A St. NE and on NE 45th Street was feasible and conducted. Summary I have prepared this letter in response to the City of Federal Way Technical Response Letter dated November 27, 2012. The City commented regarding left turn access. A Site Access Analysis - Modification Re uest has been provided to the City just prior to their November 27, 2012 comments. .. ,.,�.�..�r�n:...:,ke�>os c,- y.�m. w.:in.. i�.rvn o..•n i,y�iww�rc[„�i.�i��... aoaer 'COLOR COPY ONLY JTE, Inc. Ms. Kristen Hanna TACO TIME, HANNA GROUP December 18, 2012 Page -4- Drive up service queuing was reviewed and it was determined that more than sufficient storage is provided for. The City commented on the proposed driveway width and the potential for a 40' width in the future. I researched this item and determined that a full access 30' driveway would operate satisfactorily, LOS 'D' and better, with tripling of the site traffic. City required street frontage improvements are appropriate. The City also made comment regarding the submitted Independent Fee Calculation that I have provided feedback to. Please contact me at 206.762.1978 or e-mail me at iaketraffic@comcast.net if you have any questions. MJJ: mjj e wnr}`flv Sincerely, EXPIRES 4/3/26/ V Mark J. Jacobs, PE, PTOE, President JAKE TRAFFIC ENGINEERING, INC. /1. top. Z 0/ Z 1\ P/r`en..'•!.\-hu�etl f•hsl'J:�t"1 n3:r fr•r.Fr�w W.v lna•Ir�r.n Pt{.r war_.r� fr��vWM Frztl�an�evFaarfmw-f a:mrtNFpp�mp:.tyl ox COLOR OOPY ONLY APPENDIX November 27, 2012 Howard G Kimura H G Kimura Architect PLLC PO Box 59415 Renton, WA 98058 RE: Frt.E #12-104874-00-UP; TECHNICAL RESPONSE LETFER Taco Time, 35500 Enchanted Pkwy S, Federal Way Dear Mr. Kimura: City staff has completed review of your Process 11 Master Land Use (MLU) application for the proposed fast food restaurant development at the address referenced above. Site improvements submitted with the October 25, 2012, MI.,U application include a new 2,681 square -foot building with drive -through, 35 stall parking lot, stonnwater facility, and landscaping. The applicant also proposes to subdivide the lot into two lots via the Binding Site Plan (BSP) process. The application was deemed complete at intake. TECHNICAL COMNIE:NTS Unless otherwise noted, the following comments provided by staff reviewing your project must be addressed prior to land use and BSP approval. Please direct questions regarding any of the technical comments to the appropriate staff representative. Zoning and Land Use Matthew Herrera, 253-835-2638, matt.herrera@citvolfederalway.com 1. Property Ownership —The MLU application has not been signed by the property owner. The city is aware of the pending sale to the project proponent but cannot issue a land use decision without the authorization of the current land owner. King County Assessor records accessed on the date of this letter show the current property owner as Brian Kim. Mr. Kim's signature on the MLU application or a purchase and sale agreement contingent on permitting the proposed development must be submitted. 2. Access Easement — Please provide pedestrian access to the eastern lot via segregated pathway and pavement delineation if the pathway is on the southern boundary of the easement. 3. Retaining Wall —The following comments pertain to separate aspects of the retaining wall system. Please see FWRC 19.120.120 for the city's rockery and retaining wall requirements. a, Detail — The grading plan details an extensive "modular block retaining wall" surrounding the Taco Time site. Please show wall details/sections that illustrate the aesthetic nature of the walls. Please note that walls are required to be composed of rock, brick, or other texnired,-patterned wall style. 01 Mr. Kimure November 27. 2012 Page, 2 b. Heighi —Please include top -of -wall (TW) and bottom -of -wall (BW) calculations at various points along the wall. Retaining walls are limited to six feet in height measured from finished grade at base to top of wall. c. Terrace — Please increase the terrace width from three feet to five feet along the Enchanted Parkway South frontage. FWRC 19.120.120(4) and (5) requires terraces be a minimum of five horizontal feet and landscaped with Type III landscaping. When redesigning the terrace, please keep the wall setback at least three feet from the right-of-way. 4. South Building Elevation --The southern building elevation is greater than 60 linear feet and visible from the right-of-way, and therefore is subiect to aesthetic treatment pursuant to FWRC 19.1 15.060. A modulation and pedestrian plaza (provided on west elevation) has been provided. Typically, modulation and screening treatments are to be implemented on the specific building elevation requiring such treatment. Staff would allow the pedestrian plaza to be located on the west elevation if the applicant would provide some articulation to the blank wall measuring approximately 221 square feet on the south elevation. Staff recommends one or more of the following treatments to the blank space: a. Continue the awning along the entire facade; b. Larger art displays; c. Greenscreen/trellis; or d. Glazing Color Rendition — Please provide either color rendition of the elevation drawings with material list or color and materials board with the resubmittal. 6. Rooftop Equipment — Heating, ventilation, air conditioning equipment. and other rooftop appurtenances are not shown on the elevation plans. Be advised that such equipment requires a screen that is integrated into the architecture of the building pursuant to FWRC 19.1 10,070(1). Providing screening details with your land use permit ensures the appropriate level of design review now and will avoid delay when reviewing the mechanical permit later in the building permit process. 7. Perimeter Landscaping— Approved landscaping plans are a component of the building permit set. These comments are advisory now and corrections to the landscaping sheets are not necessary to obtain Use Process 11 approval. Please implement these changes to comply with FWRC 19.125.060(9) -Type III landscaping five feet in width abutting all lot lines, on the building permit plan set. I:-I0487-! a. Eastern Perimeter— The five-foot Type III landscaping screen is required to abut the property line. As shown. all shrub plantings are west of the retaining wall and outside the five-foot buffer. Please provide additional shrub planting within the five-foot buffer (between the wall and property line). b. .Southern Perimeter —Only one shrub is provided in the five-foot perimeter screen. Please provide additional large shrubs to meet the Type Ill landscaping screen intent. c. Western Perimeter — Landscaping is provided within the terrace and not abutting the property line as required. The terrace requires its own Type fit landscaping with perimeter landscaping Ibc 1 b 6Sg9 Mr. Kimura November 27.2012 Page 3 a separate requirement. Please provide a Type l I landscaping screen five feet in width abutting the property line. d. Northern Perimeter — Trees proposed in the perimeter screen are all deciduous and no large shrubs are shown. Please provide a mixture of deciduous and evergreen trees interspersed with large shrubs. �rsrarl Pl�� 2. �V •,I I4mlorl- r Graphic example ol'Type III landscaping from IIVRC Stormwater and Engineering Kevin Peterson, 253-835-2734, kevin.peterson(a cityotTederalway.com Process 11 Application: 1. All plans showing frontage improvements shall be revised to reflect the City -modified requirements, as outlined in the Traffic Division's November 16, 2012 review memo (item #5). 2. The civil engineer shall revise Section 1 — Project Overview in the TIR as follows: a. Second paragraph, last sentence— Future development of the Eastern lot... b. Third paragraph, second sentence — The West portion of the lot... c. Third paragraph, third sentence —The East portion... 3. Revise Section 4 of the TIR as follows: a. Developed Site Hydrology — There may be some revisions needed in calculating Off -Site areas, based on the City eliminating the requirement to widen Enchanted Parkway. 4. Flow Control BMP's shall be provided per the requirements of Section 5.2 of the 2009 King County Surface Water Design Manual (KCSW DM), and shown on the plans, with BMP sizing calculations provided in the 'f .I.R. Binding Site Plan Application: 1. Add a north arrow to pages 2 and 3. 2. Dedication of right-of-way shall be via a Statutory Warranty Deed. 3. Revise the Account Number (Parcel #) on page I to 282104-9106. 12-104674 Va l D GS93 Mr. Kimura November 27. 2012 Page 4 Transportation Sarady Long, 253-835-2743, sarady.long@ cityoftederalway.com Site Plan Review Comments: 1. Left -turn out access onto SR 161 shall be restricted due to safety concerns with the northbound queues from South 352nd Street and SR 161 intersection and proximity to 16"' Avenue South. The proposed driveway must be designed to prohibit left-tum out movement. The applicant's traffic engineer may submit a written request with supporting safety analysis for access modification if desired. Please note that modification requests have a nominal review fee. 2. Verify drive-thru queuing for the proposed restaurant to ensure that storage pocket is adequate to accommodate the expected queues and will not create safety issue or impact the main driveway. 3. Streetlights on SR 161 should be depicted on the preliminary plans. 4. The proposed driveway should be widened to 40 feet to accommodate traffic from future pad/lot. 5. Half street improvement and right-of-way dedication along the properly frontage on SR 161 is required per City code. SR 161 (Enchanted Parkway S) is a Principal Arterial planned as a Type "C" street, consisting of a 72' street including a 5' bike lane, curb and gutter, 6' planter strips with street trees, 8' sidewalks, and street lights in a 106' right-of-way- (ROW). These improvements have been constructed but not to the current adopted standard. As such, the entire frontage would require 3' right-of-way dedication and construction of a new (replaced) 8' concrete sidewalk and a 9' - 10' planter strip with street trees between the new sidewalk and existing curb, and new street lights in accordance with City standards. FWRC 19.91.070 - Independent Traffic Impact Fee Calculation: The applicant has submitted an independent fee calculation for the development in lieu of traffic impact fee payment per the adopted fee schedule. Staff has reviewed the submitted trip generation study and revision is not necessary. However, the applicant's traffic engineer should provide clarification on the following comments: f. The three survey sites should be approved by the City staff prior to conducting the survey. Of the three survey sites, staff would recommend removing the Wallingford restaurant site from the list due to surrounding uses not comparable to the proposed site. 2. The adjacent street traffic count conducted for the Auburn site should be conducted at the intersection of 15td Street SW & A Street NE. Most of the traffic entering and exiting the site would likely utilize this intersection instead of 14°i Street NW & A Street NE. 3. Traffic data of the adjacent street traffic for the site in Wallingford was not collected in the same mariner as the Taco Time site in Auburn. Please clarify why the peak hour of adjacent traffic for the intersection of North 45°i Street & Corliss Avenue North was not conducted for this site. 12-RN%7J KAI We I U 675%3 Mr. Kimura November 27.2012 Page 5 Water/Sewer Brian Asbury, Lakehaven Utility District, 253-946-5407, basbury@lakehaven.org As of November 8, the applicant has not yet submitted a Developer Extension Agreement. APPLICATION STATUS As of today, the 120-day review period has stopped with 32 days used. The review period will begin again within 14 days of a complete resubmittal of items requested/correeted. When resubmitting requested information, please provide a written response to each of the above -referenced items, two copies of corrected reports, and six copies of corrected full size plans with the enclosed resubmittal form. Pursuant to FWRC 19.15.050, if an applicant fails to provide additional information to the city within 180 days of being notified that such information is requested, the application shall be deemed void. The Federal Way Revised Code can be reviewed in its entirety at Itttp:/Iww►r.codepuhlishi=,,com: W A �Federal Way, If you have any questions regarding this letter or your development project, please contact me at 253-835- 2638, or matt.herrera@cityoffederalway.com. Sincerely, Matthew Herrera Associate Planner enc: Redline Plans Resubmittal Form c: Kevin Peterson, Engineering Plans Reviewer Sarady Long, Senior "transportation Planning Engineer Brian Asbury, Lakehaven Utility District 12-104814 T Doc. I D 62593 Page 1 of 1 Mark J Jacobs, PE, PTO From: Howard Kimura [hgkimura@comcast.net] Sent: Monday, December 17, 201212:35 PM To: Sean Douthett; Josef Valenta; Akemi Sakaida; Mark Jacobs, PE, PTOE Cc: kristen hanna; Roger Subject: Taco Time - Federal Way - Site Base Update Hi All, We have a small update on the site plan: - Added two street lights to frontage per city comments - Revised catch basins along the entry drive aisle due to the retaining wall revision See pdf in red for the minor changes and please update your base plan. Thanks Sincerely, Howard G. Kimura, AIA HIS Kimura Architect, PLLC PO Box 59415 18012 W. Lake Desire Dr. SE Renton, WA 98058 Office: 425-271-1875 Fax: 425-271-2383 Cell: 425-766-5000 NOTE: The content of this email is confidential property of HG Kimura Architect PLLC and should not be copied, modified, retransmitted or used for any purpose except with written authorization. If you are not the intended recipient, please delete all messages and attachments and notify us immediately. 12/18/2012 16D a z U - m N- LI] _ O o .a m o ' a D � � - p U W m Q f0 Q x z z W Ld O0Op O m cO SQ Wpp 0 0 0 a �p aR �.�, V Oi�!N�17 ����� ��; a n 3� a e'E' a a��e"�+e.�a ;eo e c o �o M1 rppH][4Q0pf pQQ�7�6•.-� OOO[]pQ pO pOOCp7p m WNr 7 ^O Y 7 i_ p G p OOO O d Q O 00 OO pp OOO OOO G 7 W Nl Y N M aD m C D W Ga Q. l� O O O O O P O O O S m S dWi g S O S G- O o S o o O O p O S 0 j7 Ctl] •- r r r �+ x- w w r r r r r r- r r r r r r r II m m C 'C II 4- O S hr 00 N O 00 �j o@a o µO CO 0 o$eSE�3ee a @d•a �o a� av a o a''e�e v v 3'e 3P off' 0 0 o e O N c+] O O O C'• n O O O O 0 pp O [[yy�O 8— C m r QNN r7 m o Od CO O.O O.O O O Cl, i� fOS�nm OCO7 OL OG pOQOG7OpOp AO:OOOO:O OOO C. F m Orr q a p W W 0 S Q S 4. O g p O UO S S O G S O p C) S: O S S O O NO3 II ao N [f W W W W 000waai8 aor_•r a$$Soaoon000002'oo'888 �= ? 7 r r� .. Q .. w � r r r r r r• r - r r r r � > m o o W O N OJ Y In CO 1- co O7 CD M . N N cmN N N N N N N Cn (7 m f7 m a' O O! W C C �! N N 7 7 7 7 7 N •(3 N N m Qc7O> om o E w Q E a) E Fu m p> 5 E c� WD c m aci 7 c m 1° T m a� d �x0U�>-i <0,'QQ >� HCM Unsignalized Intersection Capacity Analysis City Data + Taco Time x 2 driveway traffic 5150: 16 Av S & Enchanted Pkwy S & Taco Time 121712012 Movement WBL2 WBL WBR NBL NBT NBR SBL SBT SBR NErL NER Lane Configurations 11 � 11 0 Volume (vehlh) 30 0 16 0 1135 20 30 1225 335 0 0 Sign Control Stop Free Free Stop Grade 0% 0% 0% 0% Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Hourly flow rate (vph) 33 0 18 0 1261 22 33 1361 372 0 0 Pedestrians 10 10 10 Lane Width (ft) 12.0 12.0 0.0 Walking Speed (ft/s) 4.0 4.0 4.0 Percent Blockage 1 1 0 Right turn flare (veh) Median type TWLTL TWLTL Median storage veh) 2 2 Upstream signal (ft) 258 1061 pX, platoon unblocked 0.81 081 0.81 0.72 081 0.81 0.81 vC, conflicting volume 2029 3082 652 1743 1283 2282 2907 vC1, stage 1 conf vol 1272 1272 1624 1624 vC2, stage 2 conf vol 757 1810 658 1283 vCu, unblocked vol 760 2058 108 1248 886 1072 1842 tC, single (s) 7.5 6.5 6.9 4.1 4.1 7.5 6.5 tC, 2 stage (s) 6.5 5.5 6.5 5.5 T (s) 3.5 4.0 3.3 2.2 2.2 3.5 4.0 p0 queue free % 87 100 98 100 95 100 100 cM capacity (veh/h) 247 134 745 397 617 154 163 Direction, Lane # WE I 1 SIB i N$ 2 SB 1 St3,2 $8 3 Volume Total 51 841 443 33 907 826 Volume Left 33 0 0 33 0 0 Volume Right 18 0 22 0 0 372 cSH 322 1700 1700 617 1700 1700 Volume to Capacity 0.16 0.49 0.26 0.05 0.53 0.49 Queue Length 95th (ft) 14 0 0 4 0 0 Control Delay (s) 18.3 0.0 0.0 11.2 0.0 0:0 Lane LOS C B Approach Delay (s) 18.3 0.0 0.2 Approach LOS C lotersectian Summary Average Delay 0.4 Intersection Capacity Utilization 65.9% ICU Level of Service C Analysis Period (min) 15 City Data + Taco Time x 2 driveway traffic 5:00 pm 5/1/2012 2012 TMC data prior to WSDOT I/C Improvement Synchro 8 Light Report PW - SL (and MJJ) Page 1 HCM Unsignalized Intersection Capacity Analysis City Data + Taco Time x 3 driveway traffic 5150: 16 AV S & Enchanted Pkwy S & Taco Time 12/7/2012 f- 1-" k it)I + I 1 * /0 Movement WBL2 W8L W8R NBL NBT NBR SBL SBT SBR NEL HER Lane Configurations Y 4 (.. Volume (veh/h) 45 0 24 0 1135 30 45 1225 335 0 0 Sign Control Stop Free Free Stop Grade 0% 00k 0% 0% Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Hourly flow rate (vph) 50 0 27 0 1261 33 50 1361 372 0 0 Pedestrians 10 10 10 Lane Width (ft) 12.0 12.0 0.0 Walking Speed (ftfs) 4.0 4.0 4.0 Percent Blockage 1 1 0 Right turn flare (veh) Median type TWLTL TWLTL Median storage veh) 2 2 Upstream signal (ft) 258 1061 pX, platoon unblocked 0.81 0.81 0.81 0.72 0.81 0.81 0.81 vC, conflicting volume 2068 3121 657 1743 1294 2324 2952 vC1, stage 1 conf vol 1278 1278 1657 1657 vC2, stage 2 conf vol 791 1843 667 1294 vCu, unblocked vol 813 2108 115 1253 899 1128 1900 tC, single Is) 7.5 6.5 6.9 4.1 4.1 7.5 6.5 tC, 2 stage (s) 6.5 5.5 6.5 5.5 tF (s) 3.5 4.0 3.3 2.2 2.2 3.5 4.0 p0 queue free % 80 100 96 100 92 100 100 cM capacity (veh/h) 244 124 738 396 610 139 149 Direction, Lade # WB 1 NB 1 NI3 2 Sld 1 SB 2 S8 3 Volume Total 77 841 454 50 907 826 Volume Left 50 0 0 50 0 0 Volume Right 27 0 33 0 0 372 cSH 318 1700 1700 610 1700 1700 Volume to Capacity 0.24 0.49 0.27 0.08 0.53 0.49 Queue Length 95th (ft) 23 0 0 7 0 0 Control Delay (s) 19.9 0.0 0.0 11.4 0.0 0.0 Lane LOS C B Approach Delay (s) 19.9 0.0 0.3 Approach LOS C Intersection Summary Average Delay 0.7 Intersection Capacity Utilization 66.6% ICU Level of Service C Analysis Period (min) 15 City Data + Taco Time x 3 driveway traffic 5:00 pm 5/1/2012 2012 TMC data prior to WSDOT I/C Improvement Synchro 8 Light Report PW - SL (and MJJ) Page 1 Two -Way Stop Control Page 1 of 1 TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst MJJ Agency/Co. JTE, INC Date Performed 121712012 nal 5is Time Period PM peak Intersection SR - 161 Jurisdiction Federal Way nalysis Year Project Description 2012.035 - Eachanted Way Taco Time x 2 East/West Street: Taco Time DrivewayNorthlSouth Street: SR - 161 Intersection Orientation- North -South ]turf Period (hrs). 0.25 Vehicle Volumes and Adjustments IMa'or Street _ Northbound Southbound (Movement 1 2 3 4 5 6 L T R L T R Volume 0 1135 20 30 1225 335 Peak -Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 (Hourly Flow Rate, HFR 0 1261 22 33 1361 372 (Percent Heavy Vehicles 0 -- - 0 -- -- IMedian Type Two Way Left Turn Lane IRT Channelized 0 0 ,Lanes 0 2 0 1 2 0 Configuration T TR L T TR Upstream Signal 0 0 Minor Street Westbound Eastbound (Movement 7 8 9 10 11 12 L T R L T R Volume 30 0 16 0 0 0 Peak -Hour Factor. PHF 0.90 0.90 0.90 0.90 0.90 0.90 ,Hourly Flow Rate, HFR 33 0 17 0 0 0 (Percent Heavy Vehicles 0 0 0 -_ 0 0 0 ,Percent Grade (%) 0 0 (Flared Approach N N Storage 0 _ 0 IRT Channelized 0 0 (Lanes 0 1 0 0 0 0 Configuration LTR Delay, Queue Length and Level of Service Approach NB SB Westbound Eastbound (Movement 1 4 _ 7 8 9 10 11 12 Lane Configuration L LTR v (vph) 33 _ 50 C (m) (vph) 548 238 ✓!c 006 0.21 95% queue length 019 077 Control Delay 12.0 24.1 I'_OS B C approach Delay - — 24.1 4pproach LOS -- -- C /ics2000l", Cop right L)'_000 University or Florida. All Rights Reserved Version Ic rf file://C:1Documents and Settings\Owner\Local Settings\Temp\u2kFF.tmp 12/7/2012 Two -Way Stop Control Page 1 of 1 TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst MJJ Agency/Co, JTE, /NC Date Performed 121712012 nal sis Time Period PM peak intersection SR - 161 Jurisdiction Federal Way Analysis Year Project Description 2012.035 - Enchanted WayTaco Time x 3 EastANest Street: Taco Time Driveway Nortl'iSouth Street- SR - 161 Intersection Orientation: North -South IStuLdi, Period hrs): 0.25 Vehicle Volumes and Adjustments Major Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R Volume 0 1135 30 45 1225 335 Peak -Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 Hourly Flow Rate, HFR 0 1261 1 33 50 1361 372 iPercent HeavyVehicles 0 -- -- 0 -- -- IMedian Type Two Way Left Turn Lane IRT Channelized 0 0 ,Lanes 0 2 0 1 2 0 Configuration T TR L T TR ,Upstream Signal 0 0 (Minor Street Westbound Eastbound (Movement 7 8 9 10 11 12 L T R L T R olume 45 0 24 0 0 0 ,Peak -Hour Factor, PHF 0.96 0.90 0.90 0.90 0.90 0.90 Hourly Flow Rate, HFR 50 0 26 0 0 0 (Percent Heavy Vehicles 0 0 0� 0 0 L 0 (Percent Grade (%) 0 _ 0 Flared Approach N _ N Storage 0 0 IRT Channelized 0 0 (Lanes 0 1 0- 0 0 0 'Configuration LTR Delay, Queue Length and Level of Service Approach NB SB _ Westbound Eastbound (Movement 1 4 7 8 9 10 11 12 !Lane Configuration L LTR v (vph) 50 76 C (m) (vph) 542 233 v/c 009 0.33 95% queue length 030 1.36 Control Delay 12.3 27.8 ILOS B D Approach Delay -- _ 27.8 Approach LOS -- -- _ D 1W.52000Copyright 20f10 Univcrstty of Florica, All Rights Resened 0 file:/XADoctunents and SettingslOwnerll,ocal SettingslTf,mplu2kFF.tmp Version 4,1c 12/7/2012 nr/ h: dbs� Federal V`a WAS H INGTON Federal Way ENCHANTED WAY TACO TIME INDEPENDENT FEE CALCULATION October 10, 2012 �acoTi_,me; JTE . Jake Traffic Engineering, Inc. Mark J. Jacobs, PE, PTOE, President 2614 3991 Ave SW - Seattle, WA 98116 - 2503 Tel. 206.762.1978 - Cell 206.799.5692 E-mailiqketraffiLc@comcast.net RECEIVED OCT 2 5 2012 CITY OF FEDERAL WAY CDS JTE. Jake Traffic Engineering, Inc . Ms. Kristen Hanna TACO TIME, HANNA GROUP 1302 W Meeker Street Kent, WA 98032-4321 Re: Enchanted Parkway Taco Time - Federal Way, WA Independent Fee Calculation Dear Ms. Hanna, Mark J. Jacobs, PE, PTOE President 2614 396 Ave. SW Seattle, WA 98116-2503 Tel. 206.762.1978 - Cell 206.799.5692 E-mail jaketrafTic@comcastnet October 10, 2012 I am pleased to present this Independent Fee Calculation for the Enchanted Parkway project in Federal Way, Washington. The project is to provide about 2,381 sf of space with drive up service at 35500 Enchanted Parkway South. The City of Federal Way has a TIF program per Ordinance 09-627 Effective July 1, 2010. 1 have reviewed the Federal Way Impact Fee Components and Schedule. The City schedule includes a Commercial Restaurant category that lists 5 restaurant types none of which directly apply. The closest Land Use listed is Fast Food Restaurant with drive up service. The fast food category data contains substantial data for hamburger restaurants. My observations and data collected for Taco Time Restaurants indicate substantially less traffic is generated than a typical fast restaurant with drive up service. The City identified the following in the Pre-Aot,lication Conference 5ummary prepared for the project dated August 22, 2012. Transportation Impact Fees (TIF) (FWRC 19.91) Based or the submitted materials for 2.381 square feet fast food restaurant, the estimated traffic impact fee is S62,950. "I'his aino nt has been reduced by $10,149 to account foresisting use credit (2,550 SF nursery ). Please note, the actual impact tee will be enlculated based on the fee schedule in effect at the time a building permit application is tiled and must be paid prior to permit issu;uire. The City TIF calculation above is based on a Fast Food land use. This category as iterated earlier is heavily influenced by hamburger facilities. Observations and site information for Taco Time's identified that they generate less traffic during the street PM peak hour than a typical fast food restaurant. The City allows for an IFC to be performed by a Professional Traffic Engineer. The summary, conclusions and recommendations are on page 5 of this report \'\Elgn¢¢1T\1'R¢I¢Tl iib\:912 U]5 :�c.iwM1¢¢Wal r¢w tine T2a'N¢[ai¢ f¢.l¢�el M¢,4r Llncna^ma'.al -e w�c COLOR COPY ONLY JTE, Inc. Ms. Kristen Hanna TACO TIME, HANNA GROUP October 10, 2012 Page -2- PROJECT INFORMATION Figure 1 is a vicinity map which shows the location of the site and its surrounding street system. A copy of the site plan prepared by H G Kimura Architect, PLLC is depicted to the right. An 8.5 x 11" copy of this plan is attached. The plan consists of the Enchanted Was Taco Time layout with 31 parking stalls, drive up service and one driveway on Enchanted Parkway South Full development and occupancy of the proposed Enchanted Way Taco Time project is anticipated to occur later this year/early next year, presuming the permits are issued in a timely manner. INDEPENDENT FEE CALCULATION Federal Way Revised Code Federal Way Municipal Code Chapter 19.91 Transportation Impact Fees provides the City's mechanism for the imposition of traffic fees. Section 19.91.070 Independent Fee Calculations of Chapter 19.91 are noted below: 19.91.070 Independent fee calculations. (1) If, in the judgment of the director, none of the fee categories or fee amounts set forth in FWRC 19.91.060 accurately describes or captures the impacts of a new development on roads, the department may conduct independent fee calculations and the director may impose alternative fees on a specific development based on those calculations. (2) The applicant may opt not to have the impact fees determined according to the fee structure in the traffic impact fee schedule listed in the city fee schedule, in which case the applicant shall prepare and submit to the director an independent fee calculation for the development activity for which a development permit is being sought. The documentation submitted shall be prepared by a licensed traffic engineer and shall show the basis upon which the Independent fee calculation was made using, procedures consistent with those established in the Trip Generation Handbook, current edition, by the Institute of Transportation Engineers. An independent fee calculation shall use the same methodology used to establish impact fees set forth in the traffic impact fee schedule, shall be limited to adjustments in trip generation rates and lengths used In the rate study, and shall not .1 i^eer2.'!\'ReieA Giiee\,'g1�03.`r FnceenlN W.'r l.ce lime Pc,rn lieiarJ !.�nrer Way\6rYnc�nril.dT.m!me J^c JTE, Inc. Ms. Kristen Hanna TACO TIME, HANNA GROUP October 10, 2012 Page -3- include travel demand forecasts, trip distribution, transportation service areas, costs of road projects, or cost allocation procedures. (3) The applicant submitting an independent fee calculation will be required to pay the city of Federal Way a fee to cover the cost of reviewing the independent fee calculation. The fee required by the city for conducting the review of the independent fee calculation shall be charged on an hourly rate as adopted by the council at the time of the submittal. (4) There is a rebuttable presumption that the calculations set forth in the rate study and the fee set forth in the traffic impact fee schedule are valid. The director shall consider the documentation submitted by the applicant, but is not required to accept such documentation or analysis which the director reasonably deems to be inapplicable, inaccurate or not reliable. The director may require the applicant to submit additional or different documentation for consideration. The director is authorized to adjust the impact fees on a case -by -case basis based on the independent fee calculation, the specific characteristics of the development, and/or principles of fairness. (5) Determinations made by the director pursuant to this section may be appealed as set forth in FWRC 19.91.180. (Ord. No. 09-627, § 3, 10-20-09) The highlighted code sections provide a mechanism to provide additional traffic data to adjust the City Traffic Impact Fee. I reviewed the City's Federal Way Impact Fee Components and Schedule that listed 5 restaurant types and as iterated earlier none of which directly apply. The City's Table is based on data contained in the Institute of Transportation Engineers Trip Generation 8th Edition. I have reviewed the Trip Generation for a land use corresponding to the Enchanted Way Taco Time Restaurant. No ITE land use code is noted. The closest Land Use listed is Fast Food Restaurant with drive up service. The fast food category data contains substantial data for hamburger restaurants. My observations and data collected for Enchanted Way Taco Time Restaurants identify that they generate substantially less traffic than a typical fast restaurant with drive up service. Federal Way staff was provided the initial data using customer transactions information. Staff responded that three survey sites are required to substantiate the trip generation and pass -by rates for Taco Time. Customer survey and traffic counts were conducted at the Taco Time sites listed below that are operated by you: :- Kent: 1302 West Meeker St, Kent; 2,536 sf. '.�1^y,^a l.�:c\. r•n.clfiici.]^l; u]5 Gan.-:W H., �. vl r ".gci. .��.[ Ircr. nrl`II �Cn.�.-Nleru'-e �c: COLOR CORD ONLY JTE, Inc. Ms. Kristen Hanna TACO TIME, HANNA GROUP October 10, 2012 Page -4- North Auburn: 99 14th St. SW, Auburn; 3,269 sf ➢ Wallingford Store: 2212 N. 45th St, Seattle; 2,586 sf The typical PM peak period occurs one hour between 1600 and 1800 on T, W and Thursday. Restaurant activity has seasonal variation. Using data contained in the ITE Parkin Generation 4th d Edition shows that September is very typical time period for restaurants. Per the data (attached in the appendix) the September month generates 100% of a typical time period. Customer surveys were conducted on September 11, 12 and 13th. The site driveways and adjacent street traffic was collected the following 2 weeks, September 19, 20, 25 and 26th. The tabulated results of the data collection are in the following tables: Customer Survey: Restaurant Surveys Location Date Conducted New Diverted Pass -by I Pass -by % 5 0.25 Kent 09.11.2012 20 12 3 09.12.2012 37 16 8 13 0.35 09.13.2012 24 14 1 5 5 0.21 Auburn 09.11.2012 10 1 6 3 0.30 09.12.2012 10 2 3 5 0.50 09.13.2012 12 2 6 4 0.33 Wallingford 09.11.2012 14 3 9 2 0.14 09.12,2012 19 9 5 5 0.26 09.13.2012 18 11 3 4 0.22 Average ;1 p,yg Traffic Data: Restaurant PM Peak Site Trips Store Location Date Adjacent Street Size TG Rate Kent 09.25.2012 6 42 2,536 16.56 09.26.2012 1 55 2,536 21.69 Auburn 09.19.2012 63 3,269 19.27 09.20.2012 64 3,269 19.58 Wallingford 09.19.2012 39 2,586 15.08 09.25.2012 37 2,586 14.31 Average 17.75 COL OR COPY ONLY JTE, Inc. Ms. Kristen Hanna TACO TIME, HANNA GROUP October 10, 2012 Page -5- The results of the Traffic Survey and Traffic Generation indicate that 29% of Taco Time customers are pass -by and that the Trip Generation Rate during the street PM peak hour traffic is 17.75 PM peak hour trips per 1,000 sf. The corresponding ITE values are 50% and 33.84, respectively. The City's TIF schedule uses the ITE values. TRAFFIC IMPACT FEE CALCULATION The customer survey and traffic data collected for Taco Time showed a pass -by rate of 29% and a PM peak hour trip generation rate of 17.75. 1 have input these values into the Federal Way TIF spreadsheet, replaced the corresponding City values in the Fast Food Restaurant category, and determined the City TIF for the proposed 2,381 sf Taco Time with drive up service at $43,962.35 that accounts for the $10,149 sf credit as identified by the City in the Pre -Application Conference Summary. A copy of my TIF calculation using the City spreadsheet is included with this IFC report. SUMMARY, CONCLUSION AND RECOMMENDATION I have prepared this IFC report per Federal Way criteria outlined in FMC 19.91.070. The initial work projected site traffic using customer transactions data that was forwarded to the City. The City responded that 3 - Taco Time sites be studied per ITE requirements. Customer survey and traffic data was collected for the study sites. This data was reduced and tabulated. The results of the data collection are that Taco Times generate 17.75 PM peak hour trips per 1,000 sf with an average pass -by rate of 29%. These Taco Time values were input into the Federal Way TIF spreadsheet and a fee TIF calculated at $52,830.89 based on a 2,381 sf restaurant. Accounting for the $10,149 credit the TIF to the City is $43,962.35. The $43,962.35 is based on Taco Time specific data, this IFC and is the appropriate TIF to be paid to Federal Way. Please contact me at 206.762.1978 or e-mail me at lake raffic@comc -9.R t if you have any questions. MJJ: m„ EXPIRES 4/3/ 2 O Sincerely, Mark J. Jacobs, PE, PTOE, President JAKE TRAFFIC ENGINEERING, INC. /0%o,20/Z ��ry,•w�xe�c�-r+n..0 nK.�xi: oao-�..rw wer'.��,��... n��u..•� imw�.. +'Ji cr�.n.•ie�r..:����. ax w. COLOR COPY ONLY Project: Enchanted Way Taco Time - Federal Way Location: 35500 Enchanted Parkway South NORTH Q !p� S 333rd �: I7e 79 �]�9A]gpCl SW -Cane 5 m ,. S 3=�lli c A is 1 m� a m d s~ Q . to K t"s coma �, RlW4rn; *Mditwood Pwk 75[h St aW 344th St N S 344th St bM Way V; 3 < N Federal War�' rry 5-3Qth -Sl -,is! _ c N III " to m o S 352nd,St A St -NE SW 356ttrSt S 3501h SS rn o S 366th St ' m '29 i +ar a S 360th`51 `s! Ave N TcasTimt? at t to o .: �, O io $ rr, 7i7f nn Mee Lake w N .G-Avpwk FA® a = N " SW 368th St rn � ro 00 S 366th St N `^ < Err+n t Tacoma Q {� 12th St NE S 373rd St S 372nd St W Z • enc La m a n 0 Cn Q �7LPi .p40ft —.4. Man .51h Ave 7 JTE, Inc. ENCHANTED WAY TACO TIME - FEDERAL WAY FIGURE 1 1 INDEPENDENT FEE CALCULATION VICINITY MAP m r a FEDERAL WAY WA Ta c oTi m c. �00 ENCHANTED PARKWAY S. H.G. Kimura — Arcf t. PLLC �^, �•^ FEDERAL WAY. WA i®+slM12 w.u.or.pe.g PAN— rufew APPENDIX Mr. Kimura Paiec 10 August 22. 2012 PUBLIC WORKS TRAFFIC DIVISION (Sarady Long, 253-835-2743, sarady.long�icityoffederalway.cont ) Transportation Concurrency Analysis (FWRC 19.90) Based on the submitted materials for 2,391 square feet fast food restaurant, the Institute of Transportation Engineers (ITE) Trip Ge neralion - 8"' Edition, land use code 934 (Fast Food Restaurant with Drive-Thru), and a pass -by rate of 50%, the proposed project is estimated to generate approximately 40 new weekday PM peak hour trips. 2. A concurrency permit is required for this development project. The PW Traffic Division will perform concurrency analysis to determine il'adequate roadway capacity exists during the weekday PM peak period to accommodate the proposed development. Please note that supplemental transportation analysis and concurrency mitigation may be required if the proposed project creates an impact not anticipated in the six -year Transportation Improvement Plan (TIP). The estimated fee for the concurrency permit application is 51.584- 50 (11 - .50 Trips). This fee is an estimate and based on the materials submitted during the preapplication meeting. The concurrency application tee must be paid in full at the time the concurrency permit application is submitted with land use application. The fee may change based on the new weekday PM peak hour trips as identified in the concurrency trip generation. The applicant has the option of having an independent traffic engineer prepare the concurrency analysis consistent wilt City procedures: however. the fee remains the same. Transportation Impact Fees (TIP) (FWRC 19.91) Based on the submitted materials for 2,381 square feet fast food restaurant, the estimated traffic impact fee is S62,950. This amount has been reduced by $10,149 to account for existing use credit (2.550 SF nursery). Please note. the actual impact fee will be calculated based on the fee schedule in effect at the time a building, permit application is filed and trust be paid prior to permit issuance. Street Frontage Improvements (FWRC 19.135) The applicant/owner would be expected to construct street improvements consistent with the planned roadway cross -sections as shown in Map III-6 of the FWCP and Capital Improvement Program (CIP) shown as Table 111-19 (FWRC 19.135.040). Based on the materials submitted, staff conducted a limited analysis to determine the required street improvements, The applicant would be expected to construct improvements on the following streets to the City's planned roadway cross -sections: SR 161 (Enchanted Parkway S) is a Principal Arterial planned as a Type "C" street, consistins of a 72-foot street with curb and gutter, six-foot planter strips with street trees, 8-foot sidewalks, and street lights in a 106-foot right-of-way (ROW). Assuming a symmetrical cross section, 3-foot ROW dedication half street improvements are required as measured from the street centerline. 2, The owner may be required to dedicate additional right-of-way (ROW) to accommodate additional turn lane improvements if identified in the transportation analysis and/or property corner radius. 3- The applicant may stake a written request to the Public Works Director to modify, defer, or waive the required street improvements (FWRC 19.135.070). Information abOUt a right-of-way �:: !U338" o;w 1D 5: g014 FW Impact Fae Federal Way Impact Fee Components and Schedule .�lsooIl�"'3�T!>�3'1 mlmxa E77 nommumm oseF'cS�»y 9 �7Owgu 71 7�7i]� ©e=MYttt 1�^'f�f17�}:1I�7nts#��T:7li 3F1 a li77 �1 `i '1i3IS'1 SFalili:£=.7�:;.11iFI[]siown viiiimL•1N.'L�•] �C L1�FLr7 ma- �i7�'3 MwnMEN 111111111105iEp] iPt•T[t MOM womixI.-V, MEW, lgg— r� ate^ _G3y�i>E3,Z�i1�F'1s7 ifo-} i•...7�1i1iS7G"3i;1>�'III�iF•IQM'] Mwt rt�sRri_ 11��'irl MEM!'IOWfS1rt■M MKIZ�II•-1:7!F1 � iomrn �1 �T['l7l �f7 ii�xf7iF?:IF] � r•a, RAMP w �> IMMERE"M. '.�7 ISM NONE 00 R lredlinooKmi• , an ' mmm, =fail B ilk': � sIwE�II�ar�rriis=.. . . 1r31EE'rl�Izi ��I�T'l�}7 •f E�1� �.tail�wlnn�lE-�aolonal�x�nwlsS�l7 =��1� Ii .� h�7 .� MOM in')A1�L � c7WINDOW w iS 11s3'- ] will a ■�rr��t Nor-i:�fM.I.alrrmr�fri ■et .soaaa M .d wuox.+ rer as .eu(xop M ".0pow M IlaaecetM F. Jt �ii iL an'aSMME NO i OrElm �w- .. mo iiAimi3 ®�'xlgmmm= ��1�o A7wns— sir I1 ��S1 . I�7F�••])I�T?l. - n -. �L'1�I1�1Cf1�"iFitl�3F£[3ii•;:1 lNONEM, 3L f3 MEW: p' �':.".f=T:71i' 7�7rTri7Y1'']'"'4lbiIi!?�{ESi:"S ♦i�"1: -- �T.SC•'S'3.1�:1�.'•:.'f�r7E[]�'-11��1�:i.'1i_7'�i��3 �T;•')��T'}..•�]1I1Rf.7F7>."i�r 7' x '7iif �;J�1tLt �•f Er.' ••_a_. �-�F1I>�7�i1F'.3�iiTl�ffi MC*+t rr slieA I r�Irtc i � t�3 3 — �moomri;r...i 02- 4 CITY OFEstimate of Development Traffic Impact Fees Federal Way Scroll down and complete the steps outlined below: Please fill in the required information in the yellow highlighted boxes. STET' #1: General Information Entei Intormation Project Name File Number Street Address City, State Zip Taco Time Citv - TG 35500 Enchated Federal Wav Parcel Number (s) Traffic Impact Fee Estimated By MJJ data Is this project locate within the City Center Zone? If "YES", please use City Center Impact Fee sheet. STEP 92: Land Use Type Select the proposed Land Use Type(s) from the dropdown memu below. Enter the proposed number of units for the Project iE 2) 3) 4) Number of Proposed Land Use Type (s) Unit of Measure UnR(s) sf/GFA 2381 13. Fast Food Restaurant "NONE" N/A ""NONE'" N/A $ '"NONE"' N/A $ Impact Fee Rate per Preliminary Impact Unit of Measure Fee Amount S 22.19 $ 52,830.89 S - a i 52,830.80 STEP #3 - Credit/Change in Use (If Applicable) This step applies to development proposal to change existing building or dwelling use. Provide any impact fee previouly paid for the land use category of the prior use IMPACT FEE AMOUNT PAID FOR (Do not include administration fees). PRIOR USE For a change in use of an existing building, the impact fee will be assessed based on the difference between the new uses and the prior use. If no impact fee was required for the prior use, the impact fee for the new use shall be reduced by the amount equal to the current impact fee rate in affect for the prior use Fill out the lines below of the prior use. Number of Impact Fee Rate per Preliminary Impact Proposed Land Use Type (s) Unit of Measure Unit(s) Unit of Measure Fee Amount 1) **NONE** N/A 0 $ $ 2} '*NONE** N/A $ $ 3) **NONE** N/A $ $ STEP #4: Total Impact Fee Calculate estimated Total Traffic Impact Fee payment amount, including Administrative Fees. Traffic Impact Fee (Before adjustment) $ 62,830.89 Credit/Adjustment Including Change of Use Administrative Fee (3%) $ 1,280.46 TOTAL TRAFFIC IMPACT FEE PAYMENT ESTIMATE $ 43,962.35 Timing of Traffic Iml2act Fee (TIF) Payment For residential land divisions, fees shall be calculated and paid at the time of plat recording. For un-platted single- family residential lots, commercial and multi -family developments, fees shall be calculated based on the impact fee schedule in effect at the time a completed building permit application is filed and paid prior to permit issuance. For residential land divisions and un-platted single-family residential lots, the transportation impact fee may be deferred, but shall be paid no later than the closing of sale of each individual house. Covenants prepared by the city to enforce payment of the deferred fees shall be recorded at the applicant's expense on each lot at the time of plat recording for residential land divisions and prior to building permit issuance for un-platted single- family residential lots. The fee shall be calculated based on the impact fee schedule in effect on the date of payment of the impact fee. 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Way Ov I 11��- PUBLICIVORKS DEP A RTMENF K" Aenut: South Federal l� .t% ,1 A 'IM)O- _-'700; Fax Uit) 2012TRAFFIC CONCURRENcy REVIEW APPLICATION ArPuc..t,i,foN Noils) P(::- Project Nunic c .1. 0--Vv- IProperty AddrmVl-ocation cj fill I", �11 4-01 & Project Description 7�(Q 71,- rpxtc—.�ram--� PRO PF R I'Y 0 %k N r. 14 APPIR ANT4-Itcliffenew than omwitcr) PNITIL' Tv- 1�utr. — I ape of Development permit to he applied for: I la n) I short Subdiviskin LJ ),hey J 'kPpro,,al for ( it,% to perform Concurrency analym: If 1O; %pplichill's i raffic Lngincer must perl7brm Concurrent-N. ansivsis C011siStent with City procedur": however. the applicution ter remains thrsainv. Required Information - Application is incomplete and will he returned if not filled out. C;rnsy Si!uare Feet (Cotnmercia!) 1=zistirl . ■f L f 4 Proposed Number of Dwelling Units I-Aistirt i{ y �_-._ .. _ ...— Proposed N A Number of Frnplevecs Existing__ Proposed_ Parcel s)`re {acres or square fuotace:t 1'xixting_ b—D 0 Z 1" F. /1 l) . % Z j' 10 liar the propem previously been re),lewed for co icurrt-nc,. Yes No !;"tins, date of txrgind; application "-`-- -- -- - - Concurrency Permit tio_ Is this an amendment to an existing Concurrency Certtticate" yc•s %Vill the project be phased' AJ p `levelopment i3uild-()ut 5'ear �,�e cJ t Z Note: - f unenerrti;t subtff%Euuus and uthcr prref ectq constructed in pbrvice ceall he eva)uated for C"curreucy as rich phase is wbruirled flr"Plerahle tlr1eloll) meutprratlte 00ee ehr cnnenrrears trsr r"ktit ha>t been determined, any chAngp to the de, c)upwent project require additional review Ngll be WFlyd nn ern hourt) retests. %i[.inlateli \umbrr of Lvr:sv Trip• tieneratrtJ b} 1'riA> el sn I'rr-d f+p[ic trlon �umrxsar5'• c� r— Z,] P{� If the applicant's en?,ineer has prepared a trip generation analysis, please provide.(lie tbllowin t. lfnot. tafi'will calculate fire trip'oneration based on the above inrortrtdtiun. 1-Nislifle 111.1 Peak Flour Trips 01'applicable) _. 1ropowd PM Peak I lour Trips ��C Vet NA, Phi Peak I Intu i'ripe _oPrr d,rjC,P /0�/0 ZO/ L r'nrrr-�f ilIVC[Iit $tVC Y'r . '1 cAp T1Ulti F'Wkit' iv,J + A, l.Or1Ct11T<til'.1 Rcscrvz (crtiiicllle: (CRC) eti vdlid until the under!ying de.en:loproenl pennit expires, is withdrawn or cancelled, whtrhever c)ccllrs firtit. In that case, a new coneurrency% application would be required. + A Coneurrenev Reserrvo Certificate is valid onlh for the spc*civic development srproval consistent w-illt the development parameter{ and t: in file nunnber within the CPC issued. • A Crncurrency Reserve (eriricate (CRC) run, with the land, and cannot be transferred to a different parcel. I have read the above information reeardim expiration deddlin", I Further under14111d deal issuance ofa concurrence certificate is our it kudrantre that the City ovill issue a de% "Jopment permit or building ixrmit Uat _-..�_.I. i.Agenl tii •rsatttrr r Stll3MlflAl-.RF:f�t>IR}:vt!•:1Tti S1:4fF1-SF_ONLY• Permit Subtnillal: The followirt-�4 items arc required liar all :epplicatiotls, �' inrnpleted ;end sinned Cancurrency .lpplicntion C� C_oncurrencv Application I -et paid (Scr Itt:lo,vt Net New PM Pcnk livur'Drip ---- _-- _ Less own ,• r 202 Application than Fee _ � .i•t.;G 51.581 (]� _ - - S 71..5f! T.S;h 50 Project: Enchanted Way Taco Time - Federal Way Location: 35500 Enchanted Parkway South s S 333rd St m 40 d Cn IQts Caner `� ~derwood Park bay: 344th St N S 344th St S Federal Way r+ m 3491h Q S 348th St Is PI n a 4' �D rn x St NE SW 3561h St S 356th St - > ti Q t -•:::, S 36Mh St SW 3681h St CO Tacoma Q Wa 3 121h St NE Z. S 373rd St .< '6Y8 N w z kmmernyw U %4 m ' LeTNp / .f: � 5 3 at Man JTE, Inc. FIGURE 1 Reprint In Color Only 1b-A41h Way NORTH tA, � � I ,� A�Itlti3 rl N Cn 0 m r � c A S 352nd St S 356th Si �sr t9tAve N FFide Late County MrY C p a m > Q y Q' Algvr>� U m� S 368th St ^ D S 3i 2nd Sl m � Q P�llOe v> rn ul Sth Awe Sv ENCHANTED WAY TACO TIME - FEDERAL WAY TRAFFIC CONCURRENCY REVIEW APPLICATION VICINITY MAP VM 'AVM IVItI303=1 S AVM>IUVd (131NVHON3 0055E � 3,� VM ` A`dM IVH303J aw!LO38l � = w einwIN •�-y � � PRELIMINARY TECHNICAL INFORMATION REPORT (TIR) Parcel No. 282104-9106 Taco Time Restaurant File #12-103389-00-PC 35500 Enchanted Parkway South Federal Way, WA 98003 Prepared for: Hanna Group Taco Time 3300 Maple Valley Highway Renton, WA 98058 Ph: (206) 818-2320 December 19th, 2012 Prepared by: Josef Valenta, P.E. Abossein Engineering, LLC Main Office 2100 112`h Ave NE, #201 Bellevue, WA 98004 Branch Offices MuUteo, WA I Tacoma, WA I Petaluma, CA Phone (425) 462-9441 1 Fax (425) 462-9451 JN: 212120 - - kQ/i�A RESUBMITTE DEC 2 8 2012 CITY OF EDSRAL Taco Time Restaurant December 19, 2012 Federal Way, WA Technical Information Report TABLE OF CONTENTS SECTION 1- PROJECT OVERVIEW 1 SECTION 2 - CONDITIONS AND REQUIREMENTS SUMMARY 11 SECTION 3 - OFF -SITE ANALYSIS REPORT 12 SECTION 4 - FLOW CONTROL AND WATER QUALITY FACILITY ANALYSIS DESIGN 18 SECTION 5 - CONVEYANCE SYSTEM ANALYSIS AND DESIGN 38 SECTION 6 - SPECIAL REPORTS AND STUDIES 44 SECTION 7 - OTHER PERMITS 44 SECTION 8 - CSWPPP ANALYSIS AND DESIGN 44 SECTION 9 - BOND QUANTITIES, FACILITY SUMMARIES, AND DECLARATION OF COVENANT 44 SECTION 10 - OPERATIONS AND MAINTENANCE MANUAL 45 Taco Time Restaurant December 19, 2012 Federal Way, WA Technical Information Report APPENDICES PAGE RESERVED FOR FINAL SUBMITTAL Taco Time Restaurant December 19, 2012 Federal Way, WA Technical Information Report SECTION 1- PROJECT OVERVIEW This preliminary report and plans are being submitted to the City of Federal Way as a Ipart of Process Il submittal for approval. The design for this project is in accordance with the requirements of the 2009 King County Surface Water Design Manual as adopted by the City of Federal Way. The entire lot area is 2.54 Ac. This will be divided into two lots with Binding Site Plan Submittal Application running concurrently with Process II Application for the Western portion being developed by Taco Time Restaurant. Taco Time site will be 1.25 acre site and the Eastern portion 1.29 acre site. Future development of the Eastern lot is not known at this time. Taco Time project includes re -grading the site and construction of a 2,705 square foot building. The West portion of the subject site will be raised by fill and supported by retaining walls along the Eastern property line. The East portion will be mostly in cut and a retaining wall along newly created lot line will be supporting this cuts. An access private road will be built along the Northern property line and an easement will be shared by both lots. A drive through drive and parking lots will be constructed for the restaurant. Approximately 65% of the area will be impervious. The existing terrain slopes at 10% in Western direction. To grade proposed site and level it per ADA requirements was the most difficult site parameter. Storm runoff from the parking, drives, roof, and landscaping areas will flow to the proposed catch basins and will be detain in 8' diameter corrugated metal tanks. Treatment will be provided downstream of detention by two facility treatment train of ZPG and CSF StormFilter Manholes. An oil water separator will be constructed downstream of detention. Utility installation will include a stormwater conveyance system, detention and treatment facilities, oil water separator, a sanitary sewer service for both lots along the South property line in a shared sewer easement, a domestic and irrigation water services, electrical/communication lines. The natural drainage pattern is a sheet flow at approximately 10% slope in direction of Enchanted Parkway right-of-way. The existing catch basins in the frontage road convey these runoffs in Northern direction along Enchanted Way. The residence is a single house with a small detached garage. Entrance to the site is an irregular asphalt pavement drive. There some small paved areas at varies locations. The rest of the property is overgrown with grasses, blackberries, other low shrubs, and three cedar trees around the house. Clusters of mostly alder trees are located along the North and East property lines. A few fir trees are located in the middle of the South property line. Page 1 of 57 Taco Time R&staurant December 19,2012 Federal Way, WA Technical Information Report There are two small upstream drainage areas -sheet flowing to the existing site. The East adjacerit area is about 0.26 acres and steep sloped area ftom the North-East Home Depot area is about 0.19 acres. Zipper Zeman Associates prepared a geotechnical report for this site in 20016. This report is bew-',updated an soil infdtration d . test will be added. The.existing soils,consists of medium dense, grave ly, silty sandy r UP .1 sand to stiff. ndy silt o fill material to 2.5' depth, This is underlain 4y very dense, silty, graVelly sand, interpreted as it glacial, till. No -water table was encountered. Chance for infiltration is minfinal.. Page 2 of 57 Taco Time Restaurant lFederal Way, WA December 19, 2012 Technical Information Report FJ ICING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL TECHNICAL INFORMATION REPORT (TIR) WORKSHEET Part1 PROJECT OWNER AND PROJECT ENGINEER Project Owner HANNA GROUP 1WOTI1 Phone A2 0(c . Q. )1 Z . 2'3 2 0 Address Y300 f7AMZ: W�LLE-f HL W 017 Project Engineer Company Ai&gf!�ri3fV F-rVC,t►�2in Phone 4 2S , 4' (,Z • 944 % Part 3 TYPE OF PERMIT APPLICATION ❑ Landuse Services Subdivison / Short Subd. / UPD ❑ Building Services M/F / Commerical / SFR ❑ Clearing and Grading ❑ Right -of -Way Use Other ifl c�sS I I (�fN_4)J�JC, S Part 2 PROJECT LOCATION AND DESCRIPTION Project Name TA O aa&—"a # 12 - l 0 3"� g�1- 00 - Location Township 21 Range C Section -2- Site Address '15W NaCIi�INi��D P�1� ! TZB eVKAL. Lip,-, t w\ I Part 4 OTHER REVIEWS AND PERMITS ❑ DFW HPA ❑ Shoreline ❑ ❑ ❑ ❑ COE 404 DOE Dam Safety FEMA Flocdplain COE Wetlands Management ❑ Structural Rockery/Vault/ ❑ ESA Section 7 ❑ Other Part 5 PLAN AND REPORT INFORMATION Technical Information Report Site Improvement Plan (Engr. Plans) Type of Drainage Review Ful / Targeted / Type (circle one): �/ Modified / (circle): arge Site Small Site Date (include revision Date (include revision 'AFC' 20 12- dates): dates): Date of Final: Date of Final: Part6 ADJUSTMENT APPROVALS Type (circle one): Standard / Complex / Preapplication / Experimental / Blanket Description: (include conditions in TIR Section 2) Date of 2009 Surface Water Design Manual l 1/9/2009 Page 3 of 57 Taco Time Restaurant December 19, 2012 Federal Way; WA Technical Information Report KING COUNTY, WASHINGTON, SURFACE WATER DESIGN NIANUAL TECHNICAL INFORMATION REPORT (TIR) WORKSHEET Part 7 MONITORING REQUIREMENTS Monitoring Required: Yes /� Describe: Start Date: Completion Date: Part 8 SITE COMMUNITY AND DRAINAGE BASIN Community Plan Special District Overlays: Drainage Basin: Stormwa ter Requirements: N NCSO e^&NC Part 9 ONSITE AND ADJACENT SENSITIVE AREAS ❑ River/Stream ❑ Steep Slope ❑ Lake ❑ Erosion Hazard ❑ Wetlands ❑ Landslide Hazard ❑ Closed Depression ❑ Coal Mine Hazard ❑ Floodplain ❑ Seismic Hazard ❑ Other ❑ Habitat Protection 1-1 Part 10 SOILS i Soil Type Slopes Erosion Potential r,'LA,CVA�, TILL. to°/'a l-tF�X ❑ High Groundwater Table (within 5 feet) ❑ Sole Source Aquifer ❑ Other ❑ Seeps/Springs ❑ Additional Sheets Attached 2009 Surface Water Design Manual 2 1 /9/2009 Page 4 of 57 Taco Time Restaurant December 19, 2012 Federal Way, WA Technical Information Report KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL TECHNICAL INFORMATION REPORT (TIR) WORKSHEET Part 11 DRAINAGE DESIGN LIMITATIONS REFERENCE W Core 2 — Offsite Analysis ❑ Sensitive/Critical Areas ❑ SEPA ❑ Other ❑ Additional Sheets Attached LIMITATION / SITE CONSTRAINT Part 12 TIR SUMMARY SHEET(provide one TIR Summary Sheet perThreshold Dischar a Area Threshold Discharge Area: name or description) Core Requirements (all 8 apply) Discharge at Natural Location Number of Natural Discharge Locations: 1 C� Offsite Analysis Level: Cl 2 / 3 dated: O Flow Control Level: 1 / 3 or Exemption Number Inel. facility summary shoe_!•) Small Site BMPs 0 + N l L Conveyance System Spill containment located at: Erosion and Sediment Control ESC Site Supervisor: TCa Contact Phone: o4-T- After Hours Phone: Maintenance and Operation Responsibility: rivate Public If Private, Maintenance Lo Re uired: Yes / No Financial Guarantees and Provided: Yes 1 a Liability Water Quality Type: Basic / Sens. Lake / nhanced Basicfi / Bog (include facility summary sheet) or Exemption No. Landscape Management Plan: Yes / No Special Requirements as applicable) Area Specific Drainage Type: CDA / SOO / MOP / BP / LMP / Shared Fac.1 None Requirements Name: Floodplain/Floodway Delineation Type: Major (Minor /Exemption /rlC�e 100-year Base Flood Elevation (or range): Datum: Flood Protection Facilities Describe: Source Control Describe landuse: (comm./industrial landuse) Describe any structural controls: 2009 Surface Water Design Manual 3 I /9/2009 J pw o) Page 5 of 57 Taco Time Restaurant Federal Way, WA December 19, 2012 Technical Information Report ICING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL TECHNICAL INFORMATION REPORT (TIR) WORKSHEET Oil Control High -use Site: C>4 No Treatment BMP: OIL. t-Iib.raR SrF_ € N?A`'[ Maintenance Agreement: Yes / !25 _ with whom? Other Drainage Structures Describe: C1��{ Part 13 EROSION AND SEDIMENT CONTROL REQUIREMENTS MINIMUM ESC REQUIREMENTS MINIMUM ESC REQUIREMENTS DURING CONSTRUCTION AFTER CONSTRUCTION �y J�Clearing Limits Stabilize Exposed Surfaces .+31 Cover Measures Remove and Restore Temporary ESC Facilities ,w Perimeter Protection dClean and Remove All Silt and Debris, Ensure ,Traffic Area Stabilization Operation of Permanent Facilities OSediment Retention ❑ Flag Limits of SAO and open space Water Collection preservation areas Surface ❑Other ❑/Dewatering Control LiSJ Dust Control Flow Control Part 14 STQRMWATER FACILITY DESCRIPTIONS Note: Include FaciRy Su mary and Sketch Flow Control Toe/Descri Lion Water Quality T e/Descri tion Detention ❑ Infiltration ❑ Regional Facility ❑ Shared Facility ❑ Flow Control BMPs ❑ Other 7-M' 44Cs ❑ Biofiltration ❑ Wetpool ZMedia Filtration r� Oil Control spl Spill Control' ❑ Flow Control BMPs ❑ Other C�7 k/A'rr7_.4Z_ 2009 Surface Water Design Manual 1/9/2009 Page 6 of 57 Taco Time Restaurant December 19, 2012 II Federal Way, WA Technical Information Report ICING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL TECHNICAL INFORMATION REPORT (TIR) WORKSHEET Part 15 EASEMENTS/TRACTS Part 16 STRUCTURAL ANALYSIS Drainage Easement ❑ Cast in Place Vault ❑ Covenant A Retaining Wall ❑ Native Growth Protection Covenant ❑ Rockery > 4' High ❑ Tract ❑ Structural on Steep Slope "Other f��'C���Wrh`t ❑ Other �— Part 17 SIGNATURE OF PROFESSIONAL ENGINEER I, or a civil engineer under my supervision, have visited the site. Actual site conditions as observed were incorporated into this worksheet and the attached Technical Information Report. To the best of my knowled the inform lion rovided here � accurate. 2009 Surface Water Design Manual 1/9/2009 w� 5 Page 7 of 57 Taco Time Revaumni Fc&ral Way, WA December 19.2012 ul �Wdf&l Informi tion Report a- IMIC 4�r is U) � � \ : : t iz � \ � C'01110 V Kits Co_ram S Enchanted Pkwy 5 Enc 16P-4 Avg S 1 51.n Ave S 161b Av co \\ ,ems CIA 67 of M -4 Page 8 of 57 Taco Time Restaurant ` ._ �� December 19, 2012 Federal Way, WA f 1 'yam Technical Information Report u a MWOTED PMY S S 3nv law �I.e57 Taco Time Restaurant December 19, 2012 Federal Way, WA Technical Information Report SECTION 2 - CONDITIONS AND REQUIREMENTS SUMMARY Conditions and requirements for this project include all eight Core Requirements listed in 2009 King County Surface Water Design Manual (KC SWDM) and special requirements as adopted by the City of Federal Way. M Core Requirement #1: Discharge at the Natural Location This site has single natural discharge location at the Western property line. Site sheet flows to the Enchanted Parkway right-of-way and then runoff is collected by catch basins and conveyed north. Drainage will be maintained at the current discharge location. Core Requirement #2: Offsite Analysis A level one downstream analysis is included in this report. Refer to Section 3, Offsite Analysis for more details. Core Requirement #3: Flow Control This site will utilize underground pipe tanks to control quantity of discharge. Since Conservation Flow Control is required and infiltration is not feasible for this site no other BMPs are to be utilized. Refer to Section 4 - Flow Control and Water Quality Facility Analysis and Design for more details and calculations. Core Requirement #4: Conveyance System The conveyance system is designed to collect and convey the 25-year peak flow. A 100- year flow was checked not to cause a severe flooding or erosion problems. See Section 5 - Conveyance System Analysis and Design. Core Requirement #5: Erosion and Sediment Control The subject site is not located in the area of erosion and landslide hazard. A Temporary Erosion and Sediment Control (TESC) plans will be prepared and submitted to limit and mitigate erosion and sediment control. A Stormwater Pollution Prevention Plan (SWPPP) shall be prepared to comply with the Washington State Department of Ecology NPDES permit requirements. See also Section 8 - CSWPPP Analysis and Design of this TIR. Core Requirement #6: Maintenance and Operations The proposed drainage improvements will require an Operation and Maintenance Manual. Refer to Appendix A: Operation and Maintenance Manual. The drainage facilities will be privately maintained. Core Requirement #7: Financial Guarantees and Liability The owner and developer will post financial guaranties and liabilities, as required by the City of Federal Way. Core Requirement #8: Water Quality The subject site is located in Enhanced Basic Water Quality Treatment area. PGIS area is over the threshold of 5,000 sf, therefore, a water quality treatment using two facility m Page I 1 of 57 l Taco Time Restaurant December 19, 2012 Federal Way, WA Technical Information Report 7 I treatment train of ZPG and CSF StormFilter Manholes has been provided. An oil water —� separator will be constructed downstream of detention. Refer to Section 4 - Flow Control and Water Quality Facility Analysis and Design for more details and calculations. Special Requirement #1: Other Adopted Area -Specific Requirements There are not known any specific requirements or regulations for this site at this time. Special Requirement #2: Flood Hazard Area Delineation The project does not lie within and is not adjacent to 100-year floodplain or floodway per King County Flood Maps for this area. Special Requirement #3: Flood Protection Facilities The project is not protected and is not modifying or constructing flood protection facilities. Special Requirement #4: Source Control Required BMPs for commercial site development (Activity Sheet A-1) will be used as necessary per King County Stormwater Pollution Prevention Manual. Special Requirement #5: OR Control Oil control applies for this site since it is high -use site. An oil water separator will be constructed downstream of detention. SEPA SEPA has not been required for this project by the City of Federal Way. SECTION 3 - OFF -SITE ANALYSIS REPORT The analysis consists of information and data obtained through site visit observations, site surveying, and by researching King County and the City of Federal Way resources. Task 1. Study Area Definition and Maps: For the purpose of task 2 below, the study area extends 1 mile downstream from the project discharge location, and also includes the upstream offsite tributary areas. For purpose of tasks 3, 4, and 5, the study extends % mile downstream. The study extends upstream to cover offsite drainage area east of the property and small offsite drainage area north of the subject property. The study area comprise of the site, Eastern upstream offsite drainage area reaching a natural high point, North offsite drainage area covering slope from Home Depot drive, downstream area North along Enchanted Parkway South, crossing S 352nd Street, turning West and ending at the detention pond at Pacific Hwy South. See attached GIS Storm Drainage Map. Page 12 of 57 -] Taco Time Restaurant December 19, 2012 Federal Way, WA Technical Information Report Task 2. Resource review: A resource review has been conducted to gather information regarding existing and potential flooding or erosion problems. The following is a list of resources used. • King County iMap Data Maps • FEMA Flood Insurance Rate Map (FIRM) ' j • USGS Maps ■ City of Federal Way records Task 3. Field Inspection: Field inspection was conduction to assess potential offsite drainage impacts associated with development of the project site on October 18th. Weather was sunny, 55' F. Offsite and site areas were inspected. No visible drainage problems were observed. Offsite and onsite ninoff sheet flow to the existing curb and gutter along Enchanted Parkway and then into the existing catch basin. A 24" diameter storm drain pipe conveys storm drain North, then West in 30", 42", and 48" pipes, ending at the detention pond at Pacific Hwy S. There were no visible sign of any system deficiencies. Task 4. Drainage System Description and Problem Description: Drainage system descriptions The site is a rectangular shaped property located North of S 356th Street and East of Enchanted Parkway South. The existing ground slopes in Westerly direction to the existing gutter along the frontage street. Storm water is then drained into the existing catch basins and conveyed via underground storm water drainage pipe system all the way until it drains into a regional storm pond located North of S 356`h Street and East of Pacific Hwy South. Storm drainage system starts in the property Enchanted Parkway frontage as a 24" pipe, continuing in North direction for approximately 850' to S 352"d Street, crossing the intersection and after 200' crossing the Enchanted Parkway to the Western side of the road, going back to the intersection with S 352ad as a 36" diameter pipe. Then, conveyance piping turns West, in unimproved easement for approximately 1,500' as a 42" pipe, reaching East side of Pacific Hwy S, turning South and draining into a regional detention pond as a 48" pipe. Problem Description No problems were observed during the site visits. I did not observe any lack of capacity, drainage problems, flooding or nuisance problems, overtopping, scouring, bank sloughing, or extensive sedimentation. Page 13of57 Taco Time Restaurant Federal Way, WA �i 1 December 19, 2012 Technical Information Report There is no evidence of any erosion from the road overtopping. Most of the catch basins in road gutters have silt inserts installed, preventing visual inspection of sediment amounts in inlet sumps Also, searching through drainage complaints, there is no drainage complains recorded on J the subject property. There is a drainage complaint, recorded on the Video Only store property, downstream of the site. Task 5. Mitigation of Existing or Potential Problems No drainage problems were determined by downstream analysis. The project site will utilize storm water quantity and quality BMPs. Detention tanks are proposed to control flow volumes to Conservation Flow Control requirements. Treatment will be designed to Enhanced Basic Quality requirements with Oil Control. This project will not aggravate any existing storm drainage upstream or downstream of the subject site, and in general, it will not adversely impact existing basin conditions. 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LAND DESCRIPTION Ion nn( aDw xo_xMn-.Ar) MV f•Uee tl M xwaK,S,•M� of gM,r(Sr D/s 0 a s[emr 9S. in•,9r ti xw U, •+Irl. rlxiD xx, MxwGWNC�yA>lx{3 ,pL1plQrWOe' 1 2i H•On,Mx, ww¢�[lSC •Ji M IMxK.H Mn, V9xRrDn M YUIMe(Sr WAR TO, Or 5[CnW 7B mn--ow [Asr wRR ric solm Ixc n s.n xwerc;r Weertx a M xDRMrtsr Wu+rrR usnar m.R,ur v scco-R.wr sort xa... xD sz Or — RD N, r D ro,r orxDi6 x09ag5,Exlr 4UR D[ CxSxNr ••Kwr xonwr U, [F[l MHrHH'O U M ,xw[r r(xM DnRRIO: "U xWM A'(90D' Ees, NUR W E]rSRR Rr,2 ..lm REI; Mxf£ xaM OUNbO' F:rSr m DE IRIM 110UDwr O ME SW M ,S „OSS K SfR NCRMrfSr W.wrtR U nMtSr Wu[Nr xre2 CSr 0.0r,E. •E �1M pfaer O ]rD Nra n M1R4 q M �nl•[Y xnwxn d [AR •W M r] •O[5 ro xE FASrtnxr BRRDurr pr Sw Srert nU,xxr x0 DRAT SWM4r U9 SAR BLRNr lxE m M qrr U SUNxL REFERENCES (meq x[mxo 6 9sRc sEmro¢ .mrn xavomtl Iww) scam ff Swnr x[CvmaD w,5(e 9u,y]9]n (sefxl MEAxo M 9AxfT MMmR ,uxe[R eeDen9DOr f((rl xrmM a 9mcr M[WwC yxrte 9ia2vDlr rMw(Rm,as.a wn[•.cEwacxs.DS. rmPn xsxxn,w SOI( ] 9�¢rs a m.me�r'.sx[�n wH'Dw.n b suu�•ris var s aF i' CERTIFICATION u,p{{r �Iw ,xwr ms 9MKW KCNxa Rtr KN{SCxS nCMu. CUR SLx Wiii clar� anr, .xD ,xAr .. Mrs.n• DxDEn xr D:re"ir waw:cna+ ,xD 9S^:�, SUrERv,9pr -A, pz I0/0e/2m2 $y�nn„ f!:•�e s(w x DWanr n(s n19s o1w L7 >W w�� 0 _ Y U CL Q O }Z c) Q 0 UFU, W o ~ 1-- Z wQ a cf) IL Z 00W m �0 In ch I REVISIONS APPD. BATE: OcrDCER, 2012 DESIGN: ORAMN: PV CHECKED: Sm BEV1$10N NUMBER: scAtE: r=,o' PROIRCT NUMBER: HANA00000001 BM11N. PILE: ] II AhUrAo\P.�1tUAG SHEET NO. 1 Page 16 of 57 OF 1 Taco Time Res[ ran a Federal;Way, W Technical Cnforntu[ion Repvr ch on oc SAMlAcl 31 i 26P 1 { 1 • M ,Ls... ILL na 1p +,41 to ;jd7 �a�71 17of57i t Taco Time Restaurant December 19, 2012 Federal Way, WA Technical Information Report SECTION 4 - FLOW CONTROL AND WATER QUALITY FACILITY ANALYSIS DESIGN Flow control and water quality treatment for the project are subject to the requirements of King County 2009 Surface Water Design Manual and the City of Federal Way requirements stated in Preapplication Conference Summary File #12-103389-00-PC. Existing Site Hydrology (Part A) The site used to be a nursery. Entire area is one drainage basin, where storm water sheet flows to the natural discharge point by sheet and flow. The existing slope is around 10% from the East to West. Eastern portion of the property is also top of the hill. There is only small off -site drainage area beyond the property line. This time it is used as a construction stage for adjacent highway construction. The existing soils consists of medium dense, gravelly, silty sand to stiff sandy silt or fill material up to 2.5' depth. This is underlain by very dense, silty, gravelly sand, interpreted as a glacial till. No water table was encountered. The infiltration was not considered and is pending upon the final geotechnical soil investigation. Pre -Developed flow characteristics for KCRTS analysis (Taco Time site portion only, including off -site improvements in Enchanted Parkway ROW): Area Land Use Type Perv/Iml Acreage On -site (Taco Time) Till -Forest Pery 1.252 Ac Off -site (ROW) Till -Forest Pery 0.143 Ac Rainfall Region: Sea-Tac 1 Location Scale Factor: 1.0 Time Step: Hourly Data Type: Historic All characteristics were validated by site investigations including an engineering site visit. Soil type was verified by soil investigation. W Developed Site Hydrology (Part B) �t Approximately 65% of Taco Time portion of the site will be impervious. Storm ninoff from the parking, drives, roof, and landscaping areas will flow to the proposed catch basins and will be detain in 8' diameter corrugated metal tanks. After the treatment facility train and oil water separator it will be conveyed to the existing catch basin in Enchanted Parkway right-of-way. Page 18 of 57 1 Taco Time Restaurant Federal Way, WA December 19, 2012 Technical Information Report Eastern portion of the site will stay undeveloped at this time. An 18" diameter pipe will be provided for the future site development. Developed Areas (`Paco Time site portion only, including off -site improvements in Enchanted Parkway ROW)_ On -site Areas: New Building 0.062 Ac Asphalt Drives and Parking 0.671 Ac Misc. Concrete Pavement 0.078 Ac Total Impervious 0.811 Ac or 65% Total Pervious 0.441 Ac or 35% TOTAL ON -SITE 1.252 Ac Off -site Areas: Total Impervious 0.070 Ac or 49% Total Pervious 0.073 Ac or 51 % TOTAL OFF -SITE 0.143 Ac On -site and Off -site: Total Impervious 0.881 Ac or 63% Total Pervious ill Grass 0.514 Ac or 37% ENTIRE SITE 1.395 Ac These data were used as an input into KCRTS program. Performance Standards (Part C) The subject property is located within the City of Federal Way limits. The City adopted KC SWDM 2009 performance requirements. The performance standards are listed as follows. Flow Control System Conservation Flow Control applied the historic Level 2 flow control standards. Infiltration is not feasible for this site per preliminary geotechnical engineering report. This will be finalized upon the receiving final infiltration rates. The City requires detention facilities to be above ground. This requirement is not feasible for this commercial site due to site configuration, land use, and amount of impervious area. Variance request has been made to deviate from this requirement. Section 1.2.3.3 of 2009 King County SWDM require to use flow control BMPs to maximize infiltration and retention of stormwater onsite. The goal is to apply flow Page 19 of 57 Taco Time Restaurant Federal Way, WA December 19, 2012 Technical Information Report control BMPs to the maximum extent practicable level. The minimum levels are specified in Section 5.2 which are considered to be a maximum extent practicable level. This project would be in category of Large Lot High Impervious BMP Requirements per Section 5.2.1. 1. Full dispersion is not feasible for this site since there is not enough of the native vegetated surface. 2. Since full dispersion is not feasible, the following BMPs must be considered: • Full Infiltration • Limited Infiltration • Basic Dispersion • Rain Garden • Permeable Pavement • Rainwater Harvesting ■ Vegetated Roof ■ Reduced Impervious Surface Credit • Native Growth Retention Credit Full and limited infiltration, basic dispersion, rain gardens, permeable pavement, reduced impervious surface credit, and native growth retention is not possible for this site due to low permeability of the native soils and site configuration. See attached letter from geotechnical engineer about pervious pavement not being feasible for this site. Rainwater harvesting and vegetated roofs were considered but they would be very impractical for this land use type. These two options require lots of attention and maintenance. Fast food restaurant do not have a site management capacity to provide necessary maintenance. 3. Perforated pipe connections of roof downspouts to the drainage system will be provided as the only flow control BMP practicable. Water Quality System Enhanced Basic Water Quality menu applies for this site. Special Requirement #8 — Oil Control was also applied. Both water quality BMPs were provided downstream of detention. Flow Control System (Part D) Conservation Flow Control King County Runoff Time Series Hydrologic Simulation Model computer program was used to size detention storage requirements and flow controls. Since the site is in Conservation FC Area the historic site conditions Level 2 flow control standards were applied, which match historic flow durations for 50% of 2-year peak flow up to the full 50-year peak flow and to match the 2-and 10-yaer peak rates to the pre -developed levels. Historic data types and hourly time step options were used in calculations. Page 20 of 57 T Taco Time Restaurant December 19, 2012 # Federal Way, WA Technical Information Report -1 1 Storm water detention tank has been designed using four 87.5' average long 8'diameter T pipes with 43.5' header 8' diameter pipe with a control structure with two orifices and top overflow. Small portion of the site and off -site improvements bypass detention facilities. This was mitigated by the oversizing detention facilities and including these areas in detention sizing. Water Quality System (Part E) Enhanced Basic Water Quality Menu The Enhanced Basic Treatment WQ menu is designed to achieve 50 percent total zinc removal. The fall 2-year release rate from the detention facility has been used for water quality design flow since it is located downstream of detention. Paired facilities for enhanced treatment train have been selected using StormFilter with ZPG and StormFilter with CSF. Since this site is considered a high -use, an oil control applies. A coalescing oil water separator has been designed. Water quality design flow (2-year full release from detention) is 0.020 cfs or 8.98 gpm. A Manhole StormFilter with 2 low drop (1.8' hydraulic drop) filter cartridges with 10 gpm capacity was chosen. For oil water treatment Utility Vault 253-CPS coalescing oil water separator is design with projected plate area of 111 sf and design flow rate 27 gpm. No bypass is required since maximum flow capacity is 144 gpm matching 100-year release flow from detention. __ 4 Page 21 of 57 December 19, 2012 Way, WA t:l CB-i5 I1, TA 10+57.45 (14.26' RIM ELEV - 27 INV ELEV OUT - 266.49 SD-19 15.2' OF 83 LCPE 0 8SO%-i4i -1 39.5' OF 18' LCPE O 0.50% i SD-2 18.9' OF IS' 1 f CO-? TYPE 2 STA 10+78.66 (10.08• RT)_ RIM ELEV - 272.91 t71' ELEV IN 255.29 (S) y S ELEV OUT - 265.29 (NW) - - 56X SD-3 27.4- OF fBSCPF O fl S CONTECFI MR-T STA 11+58.39 (11.31' RT) RDK SO-4 28; 7. OF 18' L.CPE 0 0. r { y ELEV - M.14 ELEV - (E) ON ELEV OUT 265. 265.43 (N) 1 C8-12 STA 11+66.11 (10.41' LT) CONTECH MH-2 STA 11+35.75 (0.34' RIM ELEV • 80.4 I 2 RIM ELEV = 280.64 1 W ELIV OUT - 277,60 INV ELEV IN - 269.17 (S) 1SD-16 18.4' OF 8' LCPE 0 0 INV ELEV OUT - 267.37 (W) !r CB-11 STA 11+74.56 (6.59'1RT) -5 15.9' OF 18' LCPE 0 2,0111 j RIM . ) INV EN - LEv 277,51 51 (E) I INV ELEV OUT - 277.51 (S) i I rn I k 76 5.6' OF 18' 0 01 CB-3 TYPE 2 STA 11+33.13 (15.33 LT) RIM ELEV - 281.15. 1 1 INV ELEV IN - 269.50 (S) INV ELEV OUT - 269.50 (N) l l 1. 1 I 50-15 110.5' OF 8' LCPE 0 50x r I 12' LC 1. 1 l CB-5 STA 12+82.86 (5+26• l I RIM ELEV - 2B0,86 l INV ELEV IN - 276.96 (S 1 INV ELEV IN - 276.96 (N) ;� 1 INV ELEV OUT - 276.96 (E) JIJ' S 37.0' OF -10 8' LCPE�0 1.O`07I I fj1 � 11 I 1 CB-6 STA 13+19.27 15-, RT) RIM E EV - 281,21 5 +I f INN ELEV N - 277,33 (5E) • RN ELEV OUT - 277.3 ( 3N I ' SO-11 37,1' OF 6' LCPE 0 00' 1 ' l I � 1 l IIj I I l I -9 STA 15+58.93 (53.92• LT) RIM ELEV - 281.19 INV ELEV IN - 277.79 (f� INV ELEV IN - 277.79 (N) INV ELEV OUT - 277.79 (SW)- I - 6` OF D.DDx Zu '-RIM STA 12+82.86 (3, RIM ELEV - 282.34 NV ELEV IN - 276.76 INV ELEV IN - 276.76 INV ELEV OUT - 276.76 40.0' OF 12' LCPE 0 0.50x 192.8' OF 18' LCPE 0 9.70% �CB-I�T28�3. {1� Ll _. - - - - - - -- - RIM ELEV -5 hINV ELEV OU279.80 (S) _ 18 sS,I• ?r e- LOPE o i,S,Dx }; �21 l CB-13 STA 10+62.01 (5.19' RT) 1 RIM ELEV - 284,20 ' ;INV ELEV IN - 278.97 (N) 1 INV ELEV OUT - 278.97 (S) i; Y 17 78A OF 8' LCPE R 1.50x I � r I -� -14 SIX OF 8' t 0 1 i ` I } 41 ELEVT- 1 83.05 4 (5.26' LT) } f 1 IRV ELEV OUT - 279.58 (W) I 1 1 l - CB-8 STA 14+27 34 (5.26' RT) . M ELEV - 281.98 ol r INV ELEV OUT = 278.45 (W) '•6-12 75.2' OF. 8' LCPE 0 I.ODX CB-7 STA 13+52.13 (5.39- RT) I RIM ELEV = 281.57 RN ELEV IN - 277.70 (E) INV ELEV OUT - 277.70 (NW) MRM DRAINAGE PM SCALE- I' - 20• 20 ID O 20 40 SCALE W FEET :N QMNAZ KLY- DIES 1O (4) DETENTION TANKS 8- DIA PIPES 393.5' TOTAL LENGTH 2O STORMFILTER MANHOLE WITH 2PG MEDIA 3O STORMFILTER MANHOLE WIT CFS MEDIA Q COALESCING OIL WATER SEPARATOR OLOCASTLE PRECAST 253-CPS STORM DRAIN CATCH BASIN TYPE 1 STORM DRAIN CATCH BASIN TYPE 2 -3 STORM DRAIN PIPE, SEE ALLOWABLE STORM DRAIN PIPES NOTE AD ROOF DRAIN -----FD- FOUNDATION DRAIN ss SANITARY SEWER DUCTILE IRON PIPE, CLASS 50 OR 52 6' REINFORCED CONCRETE PIPE, CLASS N 18' CORRUGATED PE STORM SEWER PIPE (LCPE) 24' PVC SOLID WALL PIPE, SOR 35 36' ORM DRAINAGE NffM I. CONTRACTOR SHALL VERIFY INVERT ELEVATION OF THE EXISTING CATCH BASIN OUTLET PIPE BEFORE COMMENCING CONSTRUCTION. IF CONFUCT EXISTS. CONTACT ENGINEER IMMEDIATELY. 2. STORM DRAIN MANHOLE RIM AND COVER SHALL BE FLUSHED WITH PROPOSED PAVEMENT. USE ADA APPROVED STORM DRAIN COVERS FOR SOUD LID STORM DRAIN MANHOLES. 3. COORDINATE WITH PLUMBING CONTRACTOR FOR ROOF DRAIN CONNECTIONS. ABOSSEIN ENGINEERING LLC aYc - UM - SrAILZ11 AL 2100 112TR AVE. NB B6IIZVUB, ■A 91KIN OrPCL• (40) 40=-9441 PAL* (425) 469-901 n1i i i PERMIT NO. 12-103389-00 Job No.: 212120 Data: 12/19/2012 C2.0 4Call before You dig APPROVED 3 OF 5 PATE ) Way, WA December 19. 2012 1 111 I I ! I +I I I I II, 11 I 1 fI I I II I r 1 I I I l 1 1:. 1 1 1 _II 1 '1 ' � 1l i� i 1 D�VEI�DPED DRAINAGE PLAN scxe: i s , sa' so SCALE IN FEET ABOSSEIN ENGINEERING LLC Grua b:" 2100 1I= AM NL szuzvUL, VA Dom omm 425) 4e2-"41 ►AL 425) 4U-%51 EMU c3.r.j.....1., e, vemm Z a Job No.: 212120 Date: 12/ 19/2012 C1.1 (2 OF 2) Taco Time Restaurant December 19, 2012 Federal Way, WA Technical Information Report PREDEV.pks Flow Frequency Analysis LogPearson III Coefficients Time Series File:predev.tsf Mean= -1.472 stdDev= 0.233 Project Location:Sea-Tac Skew= -0.136 ---Annual Peak Flow Rates--- -----Flow Frequency Analysis------- FlowRate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) Period 0.041 16 2/16/49 22:00 0.094 1 89.50 0.989 0.081 5 3/03/50 16:00 0.089 2 32.13 0.969 0.089 2 2/09/51 18:00 0.084 3 19.58 0.949 0.028 32 1/30/52 9:00 0.082 4 14.08 0.929 0.021 42 1/18/53 20:00 0.081 5 10.99 0.909 0.031 28 1/06/54 5:00 0.068 6 9.01 0.889 0.055 10 2/07/55 21:00 0.066 7 7.64 0.869 0.047 13 12/20/55 17:00 0.059 8 6.63 0.849 0.036 21 12/09/56 15:00 0.055 9 5.86 0.829 0.039 20 1/16/58 20:00 0.055 10 5.24 0.809 0.032 25 1/24/59 2:00 0.054 11 4.75 0.789 0.059 8 11/20/59 21:00 0.048 12 4.34 0.769 0.032 22 2/24/61 15:00 0.047 13 3.99 0.749 0.019 44 1/03/62 2:00 0.046 14 3.70 0.729 0.026 36 11/25/62 14:00 0.043 15 3.44 0.709 0.032 24 1/01/64 18:00 0.041 16 3.22 0.690 0.022 39 11/30/64 12:00 0.041 17 3.03 0.670 0.025 38 1/06/66 3:00 0.041 18 2.85 0.650 0.054 11 1/19/67 14:00 0.040 19 2.70 0.630 0.032 23 2/03/68 23:00 0.039 20 2.56 0.610 0.032 26 12/03/68 18:00 0.036 21 2.44 0.590 0.027 34 1/13/70 23:00 0.032 22 2.32 0.570 0.022 41 12/06/70 8:00 0.032 23 2.22 0.550 0.066 7 2/28/72 3:00 0.032 24 2.13 0.530 0.029 30 1/13/73 5:00 0.032 25 2.04 0.510 0.032 27 1/15/74 2:00 0.032 26 1.96 0.490 0.048 12 12/26/74 23:00 0.032 27 1.89 0.470 0.029 29 12/03/75 17:00 0.031 28 1.82 0.450 0.003 50 3/24/77 19:00 0.029 29 1.75 0.430 0.026 37 12/10/77 17:00 0.029 30 1.70 0.410 0.015 46 2/12/79 7:00 0.028 31 1.64 0.390 0.041 18 12/15/79 8:00 0.028 32 1.59 0.370 0.022 40 12/26/80 4:00 0.028 33 1.54 0.350 0.041 17 10/06/81 15:00 0.027 34 1.49 0.330 0.040 19 1/05/83 8:00 0.026 35 1.45 0.310 0.026 35 1/24/84 11:00 0.026 36 1.41 0.291 0.013 48 2/11/85 5:00 0.026 37 1.37 0.271 0.068 6 1/18/86 21:00 0.025 38 1.33 0.251 0.055 9 11/24/86 4:00 0.022 39 1.30 0.231 0.021 43 1/14/88 12:00 0.022 40 1.27 0.211 0.013 47 4/05/89 16:00 0.022 41 1.24 0.191 0.094 1 1/09/90 9:00 0.021 42 1.21 0.171 0.082 4 4/05/91 2:00 0.021 43 1.18 0.151 0.028 33 1/27/92 17:00 0.019 44 1.15 0.131 0.028 31 3/23/93 1:00 0.016 45 1.12 0.111 0.008 49 3/03/94 4:00 0.015 46 1.10 0.091 0.043 15 2/19/95 20:00 0.013 47 1.08 0.071 0.084 3 2/09/96 1:00 0.013 48 1.05 0.051 0.046 14 1/02/97 9:00 0.008 49 1.03 0.031 0.016 45 1/07/98 9:00 0.003 50 1.01 0.011 computed Peaks 0.111 100.00 0.990 Computed Peaks 0.098 50.00 0.980 Computed Peaks 0.084 25.00 0.960 Computed Peaks 0.067 10.00 0.900 Computed Peaks 0.063 8.00 0.875 Computed Peaks 0.053 5.00 0.800 Computed Peaks 0.034 2.00 0.500 computed Peaks 0.023 1.30 0.231 Page 1 Page 24 of 57 Taco Time Restaurant Federal Way, WA December 19, 2012 Technical Information Report ❑EV.pks Flow Frequency Analysis Lagpearson III Coefficients Time Series File:dev.tsf Mean= -0,590 StdDev= 0.109 Project Location:Sea-Tac Skew= 0.437 ---Annual Peak Flow Rates--- -----Flow Frequency Analysis------- FlowRate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) Period 0.263 21 2/16/49 21:00 0.464 1 89.50 0.989 0.437 2 3/03/50 16:00 0.437 2 32.13 0.969 0.269 20 2/09/51 2:00 0.424 3 19.58 0.949 0.211 40 10/15/51 13:00 0.420 4 14.08 0.929 0.202 44 3/24/53 15:00 0.366 5 10.99 0.909 0.245 27 12/19/53 19:00 0.365 6 9.01 0.889 0.253 23 11/25/54 2:00 0.337 7 7.64 0.869 0.247 25 11/18/55 15:00 0.331 8 6.63 0.849 0.293 15 12/09/56 14:00 0.324 9 S.86 0.829 0.258 22 12/25/57 16:00 0.313 10 5.24 0.809 0.192 47 11/18/58 13:00 0.302 11 4.75 0.789 0.248 24 11/20/59 5:00 0.302 12 4.34 0.769 0.220 36 2/14/61 21:00 0.300 13 3.99 0.749 0.218 38 11/22/61 2:00 0.299 14 3.70 0.729 0.220 37 12/15/62 2:00 0.293 15 3.44 0.709 0.246 26 12/31/63 23:00 0.287 16 3.22 0.690 0.221 35 12/21/64 4:00 0.285 17 3.03 0.670 0.222 34 1/05/66 16:00 0.285 18 2.85 0.650 0.337 7 11/13/66 19:00 0,278 19 2.70 0.630 0.366 5 8/24/68 16:00 0.269 20 2.56 0.610 0.203 43 12/03/68 16:00 0.263 21 2.44 0.590 0.224 33 1/13/70 22:00 0.258 22 2.32 0.570 0.213 39 12/06/70 8:00 0.253 23 2.22 0.550 0.331 8 2/27/72 7:00 0.248 24 2.13 0.530 0.197 46 1/13/73 2:00 0.247 25 2.04 0.510 0.237 28 11/28/73 9:00 0.246 26 1.96 0.490 0.313 10 12/26/74 23:00 0.245 27 1.89 0.470 0.202 45 12/02/75 20:00 0.237 28 1.82 0.450 0.236 30 8/26/77 2:00 0.237 29 1.75 0.430 0.324 9 9/17/78 2:00 0.236 30 1.70 0.410 0.285 17 9/08/79 15:00 0.232 31 1.64 0.390 0.287 16 12/14/79 21:00 0.231 32 1.59 0.370 0.302 11 11/21/80 11:00 0.224 33 1.54 0.350 0.420 4 10/06/81 0:00 0.222 34 1.49 0.330 0.299 14 10/28/82 16:00 0.221 35 1.45 0.310 0.237 29 1/03/84 1:00 0.220 36 1.41 0.291 0.204 42 6/06/85 22:00 0.220 37 1.37 0.271 0.285 18 1/18/86 16:00 0.218 38 1.33 0.251 0.365 6 10/26/86 0:00 0.213 39 1.30 0.231 0.163 49 11/11/87 0:00 0.211 40 1.27 0.211 0.211 41 8/21/89 17:00 0.211 41 1.24 0.191 0.464 1 1/09/90 6:00 0.204 42 1.21 0.171 0.424 3 11/24/90 8:00 0.203 43 1.18 0.151 0.232 31 1/27/92 15:00 0.202 44 1.15 0.131 0.152 50 11/01/92 16:00 0,202 45 1.12 0.111 0.176 48 11/30/93 22:00 0.197 46 1.10 0.091 0.231 32 11/30/94 4:00 0.192 47 1.08 0.071 0.300 13 2/08/96 10:00 0.176 48 1.05 0.051 0.278 19 1/02/97 6:00 0.163 49 1.03 0.031 0.302 12 10/04/97 15:00 0.152 50 1.01 0.011 Computed Peaks 0.498 100.00 0.990 Computed Peaks 0,455 50.00 0.980 Computed Peaks 0.413 25.00 0.960 Computed Peaks 0.358 10.00 0.900 Computed Peaks 0.347 8.00 0.875 Computed Peaks 0.315 5.00 0.800 Computed Peaks 0.252 2.00 0.500 Computed Peaks 0.212 1.30 0.231 Page 1 Page 25 oF57 1 Taco Time Restaurant December 19, 2012 Federal Way, WA Technical Information Report 1 Retention/Detention Facility Type of Facility: Detention Tank Tank Diameter: 8.00 ft Tank Length: 393.20 ft Effective Storage Depth: 7.50 ft Stage 0 Elevation: 100.00 ft Storage Volume: 19250. cu. ft Riser Head: 7.60 ft Riser Diameter: 12.00 inches Number of orifices: 2 Full Head Pipe Orifice # Height Diameter Discharge Diameter (ft) (in) (CFS) (in) 1 0.00 0.54 0.021 2 5.50 1.32 0.068 4.0 Top Notch Weir: None Outflow Rating Curve: None Stage Elevation Storage Discharge Percolation (ft) (ft) (cu. ft) (ac-ft) (cfs) (cfs) 0.00 100.00 0. 0.000 0.000 0.00 0.01 100.01 0. 0.000 0.001 0.00 0.02 100.02 0. 0.000 0.001 0.00 0.03 100.03 0. 0.000 0.001 0.00 0.04 100.04 0. 0.000 0.002 0.00 0.10 100.10 0. 0.000 0.002 0.00 0.23 100.23 209. 0.005 0.004 0.00 0.36 100.36 440. 0.010 0.005 0.00 0.49 100.49 688. 0.016 0.005 0.00 0.62 100.62 953. 0.022 0.006 0.00 0.74 100.74 1211. 0.028 0.007 0.00 0.87 100.87 1504. 0.035 0.007 0.00 1.00 101.00 1809. 0.042 0.008 0.00 1.13 101.13 2125. 0.049 0.008 0.00 1.26 101.26 2452. 0.056 0.009 0.00 1.39 101.39 2788. 0.064 0.009 0.00 1.52 101.52 3133. 0.072 0.010 0.00 1.65 101.65 3486. 0.080 0.010 0.00 1.77 101.77 3819. 0,088 0.010 0.00 1.90 101.90 4186. 0.096 0.011 0.00 2.03 102.03 4559. 0.105 0.011 0.00 2.16 102.16 4938. 0.113 0.011 0.00 2.29 102.29 5322. 0.122 0.012 0.00 2.42 102.42 5711. 0.131 0.012 0.00 2.55 102.55 6103. 0.140 0.012 0.00 2.68 102.68 6500. 0.149 0.013 0.00 2.81 102.81 6899. 0.158 0.013 0.00 2.93 102.93 7270. 0.167 0.013 0.00 3.06 103.06 7674. 0.176 0.014 0.00 3.19 103.19 8080. 0.186 0.014 0.00 &ell Page 26 of 57 Taco Time Restaurant Federal Way, WA December 19, 2012 Technical Information Report w 3.32 103.32 8488. 0.195 0.014 0.00 3.45 103.45 8896. 0.204 0.014 0.00 3.58 103.58 9305. 0.214 0.015 0,00 3.71 103.71 9714. 0.223 0.015 0.00 3.84 103.84 10122. 0.232 0.015 0.00 3.96 103.96 10499. 0.241 0.016 0.00 4.09 104.09 10905. 0.250 0.016 0.00 4.22 104.22 11310. 0.260 0.016 0.00 4.35 104.35 11713. 0.269 0.016 0.00 4.48 104.48 12114. 0.278 0.016 0.00 4.61 104.61 12511. 0.287 0.017 0.00 4.74 104.74 12905. 0.296 0.017 0.00 4.87 104.87 13295. 0.305 0.017 0.00 4.99 104.99 13651. 0.313 0.017 0.00 5.12 105.12 14031. 0.322 0.018 0.00 5.25 105.25 14407. 0.331 0.018 0.00 5.38 105.38 14776. 0.339 0.018 0.00 5.50 105.50 15111. 0.347 0.018 0.00 5.51 105.51 15139. 0.348 0.019 0.00 5.53 105.53 15194. 0.349 0.020 0.00 5.54 105.54 15222. 0.349 0.022 0.00 5.56 105.56 15277. 0.351 0.024 0.00 5.57 105.57 15304. 0.351 0.027 0.00 5.58 105.58 15332. 0.352 0.031 0.00 5.60 105.60 15386. 0.353 0.033 0.00 5.61 105.61 15413. 0.354 0.034 0.00 5.74 105.74 15763. 0.362 0.042 0.00 5.87 105.87 16104. 0.370 0.048 0.00 6.00 106.00 16436. 0.377 0.052 0.00 6.13 106.13 16758. 0.385 0.057 0.00 6.25 106.25 17046. 0.391 0.061 0.00 6.38 106.38 17346. 0.398 0.064 0.00 6.51 106.51 17633. 0.405 0.067 0.00 6.64 106.64 17907. 0.411 0.071 0.00 6.77 106.77 18164. 0.417 0.074 0.00 6.90 106.90 18405. 0.423 0.076 0.00 7.03 107.03 18626. 0.428 0,079 0.00 7.16 107.16 18824. 0.432 0.082 0.00 7.28 107.28 18985. 0.436 0.084 0.00 7.41 107.41 19128. 0.439 0.087 0.00 7.54 107.54 19228. 0.441 0.089 0.00 7.60 107.60 19250. 0.442 0.090 0.00 7.70 107.70 19250. 0.442 0.400 0.00 7.80 107.80 19250. 0.442 0.965 0.00 7.90 107.90 19250. 0.442 1.700 0.00 8.00 108.00 19250. 0.442 2.490 0.00 8.10 108.10 19250. 0.442 2.770 0.00 8.20 108.20 19250. 0,442 3.030 0.00 8.30 108,30 19250. 0.442 3.270 0.00 8.40 108.40 19250. 0.442 3.490 0.00 8.50 108.50 19250. 0.442 3.690 0.00 8.60 108.60 19250. 0.442 3.890 0.00 8.70 108.70 19250. 0.442 4.070 0.00 8.80 108.80 19250. 0.442 4.250 0.00 Page 27 of 57 ._.1 Taco Time Restaurant i Federal Way, WA IS 8.90 108.90 19250. 0.442 4.420 0.00 9.00 109.00 19250. 0.442 4.590 0.00 { 9.10 109.10 19250. 0.442 4.750 0.00 j 9.20 109.20 19250. 0.442 4.900 0.00 9.30 109.30 19250. 0.442 5.050 0.00 j 9.40 109.40 19250. 0.442 5.190 0.00 IJ 9.50 109.50 19250. 0.442 5.330 0.00 _ Hyd Inflow Outflow Peak Storage Target Calc Stage Elev (Cu-Ft) (Ac-Ft) 1 0.27 ******* 0.10 7.60 107.60 19250. 0.442 2 0.30 0.08 0.08 7.07 107.07 18681. 0.429 3 0.33 ******* 0.08 6.95 106.95 18494. 0.425 4 0.42 ******* 0.07 6.64 106.64 17912. 0.411 5 0.46 ******* 0.06 6.29 106.29 17132. 0.393 6 0.37 ******* 0.05 5.83 105.83 16003. 0.367 7 0.24 ******* 0.02 4.51 104.51 12210. 0.280 8 0.16 ******* 0.01 3.66 103.66 9553. 0.219 ---------------------------------- Route Time Series through Facility Inflow Time Series File:dev.tsf Outflow Time Series File:rdout 1 Inflow/Outflow Analysis Peak Inflow Discharge: Peak Outflow Discharge: Peak Reservoir Stage: Peak Reservoir Elev: i Peak Reservoir Storage: i December 19, 2012' Technical Information Report 0.464 CFS at 6:00 on Jan 9 in 1990 0.101 CFS at 20:00 on Feb 9 in 1951 7.60 Ft 107.60 Ft 19250. Cu-Ft 0.442 Ac-Ft Flow Duration from Time Series File:rdout.tsf Cutoff Count Frequency CDF Exceedence_Probability CFS % % % 0.001 217428 49.641 49.641 50.359 0.504E+00 0.004 37371 8.532 58.173 41.827 0.418E+00 0.007 68406 15.618 73.791 26.209 0.262E+00 0.010 41526 9.481 83.272 16.728 0.167E+00 0.013 43577 9.949 93,221 6.779 0.678E-01 0.016 20641 4.713 97.934 2.066 0.207E-01 0.018 8264 1.887 99.820 0.180 0.180E-02 0.021 144 0.033 99.853 0.147 0.147E-02 0.024 71 0.016 99.869 0.131 0.131E-02 _ 0.027 32 0.007 99.877 0.123 0.123E-02 0.030 24 0.005 99.882 0.118 0.118E-02 j 0.032 33 0.008 99.890 0.110 0.110E-02 0.035 56 0.013 99.903 0.097 0.975E-03 '1 0.038 60 0.014 99.916 0.084 0.838E-03 0.041 41 0.009 99.926 0.074 0.744E-03 0.044 38 0.009 99.934 0.066 0.658E-03 .� 0.047 32 0.007 99.942 0.058 0.584E-03 0.049 28 0.006 99.948 0.052 0.521E-03 1 Page 28 of 57 .__i Taco Time Restaurant Federal Way, WA December 19, 2012 Technical Information Report 0.052 31 0.007 99.955 0.045 0.450E-03 0.055 23 0.005 99.960 0.040 0.397E-03 0.058 23 0.005 99.966 0.034 0.345E-03 0.061 33 0.008 99.973 0.027 0.269E-03 0.063 34 0.008 99.981 0.019 0.192E-03 0.066 22 0.005 99.986 0.014 0.142E-03 0.069 13 0.003 99.989 0.011 0.112E-03 0.072 17 0.004 99.993 0.007 0.731E-04 0.075 10 0.002 99.995 0.005 0.502E-04 0.078 10 0.002 99.997 0.003 0.274E-04 0.080 5 0.001 99.998 0.002 0.160E-04 0.083 2 0.000 99.999 0.001 0.114E-04 0.086 2 0.000 99.999 0.001 0.685E-05 0.089 1 0.000 100.000 0.000 0.457E-05 0.092 1 0.000 100.000 0.000 0.228E-05 0.095 0 0.000 100.000 0.000 0.228E-05 0.097 0 0.000 100.000 0.000 0.228E-05 0.100 0 0.000 100.000 0.000 0.228E-05 Page 29 of 57 Taco Time Restaurant Federal Way, WA December 19, 20 t 2 Technical Information Report Duration Comparison Anaylsis Base File: predev.tsf New File: rdout.tsf Cutoff units: Discharge in CFS Cutoff 0.017 0.023 0.029 0.035 0.041 0.047 0.052 0.058 0.064 0.070 0.076 0.082 0.088 0.094 COMPARE.prn -----Fraction of Time----- BaseNew %Change 0.10E-01 0.99E-02 -3.1 j 0.51E-02 0.14E-02 -72.8 f 0.29E-02 0.12E-02 -59.3 0.17E-02 0.10E-02 -41.2 I 0.11E-02 0.76E-03 -30.0 I 0.66E-03 0.58E-03 -11.7 I 0.45E-03 0.45E-03 0.5 1 0.30E-03 0.32E-03 5.3 1. 0.21E-03 0.18E-03 -14.0 1 0.11E-03 0.98E-04 -14.0 I 0.59E-04 0.43E-04 -26.9 1 0.32E-04 0.14E-04 -57.1 1 0.68E-05 0.46E-05 -33.3 1 0.23E-05 0.23E-05 0.0 ---------check of Probability Base 0.10E-01 0.017 0.51E-02 0.023 0.29E-02 0.029 0.17E-02 0.035 0.11E-02 0.041 0.66E-03 0.047 0.45E-03 0.052 0.30E-03 0.058 0.21E-03 0.064 0.11E-03 0.070 0.59E-04 0.076 0.32E-04 0.082 0.68E-05 0.088 0.23E-05 0.094 Maximum positive excursion = 0.011 cfs ( 12.1%) occurring at 0.090 cfs on the Base Data:predev.tsf and at 0.101 cfs on the New Data:rdout.tsf Maximum negative excursion = 0.016 cfs (-46.7%) occurring at 0.034 cfs on the Base Data:predev.tsf and at 0.018 cfs on the New Data:rdout.tsf Tolerance------- New%Change 0.017 -1.5 0.018 -22.6 0.018 -37.0 0.019 -45.2 0.033 -19.3 0.044 -6.1 0.053 1.1 0.059 1.6 0.063 -2.3 0.069 -1.8 0.073 -4.2 0.077 -6.1 0.088 -0.2 0.101 7.5 Page 1 Page 30 of 57 Taco Time Restaurant Federal Way, WA December 19, 2012 Technical Information Report RDOUT.pks Flow Frequency Analysis LogPearson III Coefficients Time series File:rdout.tsf ++Wean= -1.652 stdDev= 0.273 Project Location:Sea-Tac Skew= 1.197 ---Annual Peak Flow Rates--- -----Flow Frequency Analysis------- FlowRate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) (ft) Period 0.015 38 2/22/49 22:00 0.101 7.60 1 89.50 0.989 0.018 18 1/22/50 8:00 0.080 7.07 2 32.13 0.969 0.101 1 2/09/51 20:00 0.077 6.95 3 19.58 0.949 0.014 44 2/04/52 8:00 0.073 6.73 4 14.08 0.929 0.027 14 2/03/53 21:00 0.072 6.68 5 10.99 0.909 0.016 33 1/07/54 21:00 0.071 6.64 6 9.01 0.889 0.015 39 11/19/54 20:00 0.064 6.36 7 7.64 0.869 0.064 7 1/06/56 10:00 0.062 6.29 8 6.63 0.849 0.016 34 3/10/57 4:00 0.059 6.18 9 5.86 0.829 0.017 25 1117158 11:00 0.046 5.83 10 5.24 0.809 0.015 36 1/27/59 1:00 0.041 5.72 11 4.75 0.789 0.059 9 11/21/59 6:00 0.038 5.67 12 4.34 0.769 0.018 16 11/24/60 19:00 0,037 5.66 13 3.99 0.749 0.014 45 12/24/61 6:00 0.027 5.57 14 3.70 0.729 0.017 24 11/30/62 20:00 0.018 5.50 15 3.44 0.709 0.018 17 11/19/63 19:00 0.018 5.42 16 3.22 0.690 0.038 12 12/01/64 8:00 0.018 5.41 17 3.03 0.670 0.016 27 1/07/66 4:00 0.018 5.27 18 2.85 0.650 0.018 19 12/16/66 10:00 0.018 5.25 19 2.70 0.630 0.016 32 1/20/68 21:00 0.017 5.02 20 2.56 0.610 0.016 31 12/11/68 10:00 0.017 5.00 21 2.44 0.590 0.017 21 1127170 5:00 0.017 4.89 22 2.32 0.570 0.016 30 12/07/70 13:00 0.017 4.80 23 2.22 0.550 0.077 3 3/06/72 21:00 0.017 4.72 24 2.13 0.530 0.041 11 12/27/72 18:00 0.017 4.56 25 2.04 0.510 0.016 26 1/18/74 20:00 0.016 4.51 26 1.96 0.490 0.015 37 1/14/75 0:00 0.016 4.47 27 1.89 0.470 0.016 35 12/04/75 6:00 0.016 4.43 28 1.82 0.450 0.012 48 8/26/77 8:00 0.016 4.43 29 1.75 0.430 0.017 22 12/15/77 21:00 0.016 4.30 30 1.70 0.410 0.012 49 2/13/79 1:00 0.016 4.25 31 1.64 0,390 0.072 5 12/17/79 20:00 0.016 4.20 32 1.59 0.370 0.016 28 12/30/80 23:00 0.016 4.05 33 1.54 0.350 0.037 13 10/08/81 20:00 0.016 4.03 34 1.49 0.330 0.016 29 1/08/83 6:00 0.016 4.03 35 1.45 0.310 0.014 46 11/24/83 9:00 0.015 3.88 36 1.41 0,291 0.014 42 11/04/84 8:00 0.015 3.72 37 1.37 0.271 0.017 23 1/19/86 17:00 0.015 3.69 38 1.33 0.251 0.046 10 11/24/86 9:00 0.015 3.69 39 1.30 0.231 0.015 40 12/10/87 8:00 0.015 3.66 40 1.27 0.211 0.014 43 11/05/88 22:00 0.014 3.35 41 1.24 0.191 0.062 8 1/09/90 16:00 0.014 3.24 42 1.21 0.171 0.071 6 11/24/90 16:00 0.014 3.10 43 1.18 0.151 0.017 20 2/01/92 0:00 0.014 3.08 44 1.15 0.131 0.013 47 1/26/93 5:00 0.014 3.07 45 1.12 0.111 0.012 50 2/17/94 23:00 0.014 3.02 46 1.10 0.091 0.018 15 12/27/94 22:00 0.013 2.85 47 1.08 0.071 0.080 2 2/09/96 4:00 0.012 2.61 48 1.05 0.051 0.073 4 1/02/97 12:00 0.012 2.55 49 1.03 0.031 0.014 41 1/25/98 0:00 0.012 2.41 50 1.01 0.011 Computed Peaks 0.161 7.62 100.00 0.990 Computed Peaks 0.116 7.61 50.00 0.980 computed Peaks 0.083 7.20 25.00 0.960 Computed Peaks 0.052 5.99 10.00 0.900 Computed Peaks 0.047 5.85 8.00 0.875 Computed Peaks 0.035 5.63 5.00 0.800 Computed Peaks 0.020 5.52 2.00 0.500 Computed Peaks 0.014 3.02 1.30 0.231 Q w cOk �-ou �.15`-Yz Jt\ " Page 1 Q .. �T . ��'ri f-*j �e 31 of 57 P 11--1t •_t Taco Time Restaurant Federal Way, WA December 19, 2012 Technical Information Report 4< INLET P (SEE NOTES 5 MANHOLE STORMFILTER - PLAN VIEW 111-19 30"m FRAME AND COVER (5TD) CONCRETE (5EE NOTE 4) GRADE RING 5TyEpP� INLET PIPE �. HDPE OUTLET (SEE NOTES 5 �- G) RISER WITH SCUM BAFFLE 4'-G" MIN (SEE NOTE 7) 5TORNIFILTER CARTRIDGE (TYP) (SEE- NOTE_ 2) BALLAST (SEE NOTE 5) _ (EIGHT ��• l-- WIDTH UNDERDRAIN SEE DETAIL 2/2 ~ MANIFOLD MANHOLE STORMFILTER - SECTION VIEW UTLET :55�-G) rr+[ S roF \Aw/%TER MANAGE WNI f StonnFdtcr(9 U,S, PATENT No. 5,322,G29, leo. 5,707.527, No. G,027,G39 No, G,G49,046, No. 5,G24,57G, AND OThER U-5. AND FOREIGN (02006 CONTECH Stormwater Solutlons PATENT5'ff,NDING �A��r1TtAiJ� PRECAST 48" MANHOLE STORMFILTER aPnNnNc �� ��►w iri i i � n STORMWA7Ei� PLAN AND SECTION VIEWS 50LuriON5r STANDARD DETAIL V2 contechstarmwater.com 1 DATE:091261U5 SCALE:NONE FILE NAME; MHSF3.46PC-OTL ORAWN:MJW CHECKED:ARG Page 32 of 57 Taco Time Restaurant Federal Way, WA. December 19, 2012 Technical Information Report GENERAL NOTES 1) 5TORMFILTER BY CONTECH STORMWATER SOLUTIONS; PORTLAND, OR (600) 548-4GG7; SCARBOROUGH, ME (577) 907-8G7G; ELKRIDGE, MD (8GG) -740-3318_ 2) FILTER CARTRIDGE(S) TO BE SIPHON -ACTUATED AND SELF-CLEANING, STANDARD DETAIL SHOWS MAXIMUM NUMBER OF CARTRIDGES. ACTUAL NUMBER REQUIRED TO BE SPECIFIED ON 517E PLANS OR IN DATA TABLE BELOW, 3) PRECAST MANHOLE STRUCTURE TO BE CONSTRUCTED IN ACCORDANCE WITH A5TM C478, DETAIL REFLECTS DE51GN INVENT ONLY. ACTUAL DIMENSIONS AND CONFIGURATION OF STRUCTURE WILL BE SHOWN ON PRODUCTION SHOP DRAWING. 4) STRUCTURE AND ACCE55 COVERS TO MEET AASHT:O H-20 LOAD RATING. 5) 5TORMFILTER REQUIRES 2.3 FEET OF DROP FROM INLET TO OUTLET. IF LESS DROP IS AVAILABLE, CONTACT CONTECH STORMWATER 50LUTION5. MINIMUM ANGLE BETWEEN INLET AND OUTLET IS 45°. G) INLET PIPING TO BE SPECIFIED BY ENGINEER AND PROVIDED BY CONTRACTOR. PRECAST MANHOLE 5TORMFILTER EQUIPPED WITH A DUAL DIAMETER HDPE OUTLET STUB AND SAND COLLAR. EIGHT INCH DIAMETER OUTLET SECTION MAY BE SEPARATED FROM OUTLET STUB AT MOLDED -IN CUT LINE TO ACCOMMODATE A 12 INCH OUTLET PIPE, CONNECTION TO DOWNSTREAM PIPING TO BE MADE USING A FLEXIBLE_ COUPLING OR ECCENTRIC REDUCER, A5 REQUIRED, COUPLING BY FERNCO OR EQUAL AND PROVIDED BY CONTRACTOR. 7) PROVIDE MINIMUM CLEARANCE FOR MAINTENANCE ACCESS. IF A SHALLOWER SYSTEM IS REQUIRED, CONTACT CONTECH 5TORMWATER SOLUTIONS FOR OTHER OPTIONS. 8) ANTI -FLOTATION BALLAST TO BE SPECIFIED BY ENGINEER AND PROVIDED BY CONTRACTOR, IF REQUIRED. BALLAST TO BE SET AROUND THE PERIMETER OF THE STRUCTURE. 9) ALL 5TORNIFILTER5 REQUIRE REGULAR MAINTENANCE. REFER TO OPERATION AND MAINTENANCE GUIDELINES FOR MORE INFORMATION. FM 30"0 FRAME AND COVER (STD) MANHOLE STORMFILTER -TOP VIEW 1 2 OUTLET SAND COLLAR RISER _X_1 12"0 OUTLET STUB -0q MOLDED -IN CUT LINE �r 8''o OUTLET STUB PRECAST MANHOLE 5TORMF1LTER DATA STRUCTURE 10 XXX YdATI~R QUALITY FLOW IRATE (cts) X.XX PEAK FLOW RATE (< 1 6,,) X.Xx RETURN PERIOD OF PM FLOW (r5) xxx # OF CARTRIDGES REQUIRED xX CARTRIDGE FLOW PATE ( 15 or 7.5 cirm) XX MEDIA TYPE (C57, PERLITE, ZPG) XXXXX RIV. ELEVATION M'Xyl PIPE DATA: L . ORIENTATION I 'MATi"RIAL 101AMETER INLET PIPE # I XXX,XX' XX° XXX xX' INLET PIPE #2 XXx.XX' XX° XXX XX' OUTLET 5TUD XXX.)w 0° ECCENTRIC REDUCER f13Y CONTRACTOR) YE5WO 512E w XX' x XX' ANTI -FLOTATION BALLAST WIDTH HEIGHT XX' XX' NOTES/SPECIAL REQUIREMENTS: PIPE ORIENTATION KEY: 909 180, - I —01 I 270° f + OUTLET PIPE (BY CONTRACTOR) ° COUPLING (BY CONTRACTOR) (SEE NOTE G) BALLAST GROUT (SEE (NOTE 8) (BY CONTRACTOR) MANHOLE STORMFILTER - OUTLET DETAIL2 2 ,K)2006 CONTECH Stormwater Solutions F'IE S r02MV,' AiER MAPIAGEMEN F 5tor,,,Fftd; 0 J,5. PATEN-, No. 5,322,G29, No. 5.707,527, No. G,027,G3, No. G,G49,046, No. 5,G24,57G, AND OTIIFR US, AND FC?EIGN PATENI5 I'EIJDING A% 1!k hi v1rA%Ll'' PRECAST 48" MANHOLE STORMFILTER _" i TOP AND SECTION VIEWS, NOTES AND DATA 2 STDRMWATE SaLUTIDNS.. STANDARD DETAIL 212 contechstormwater.com DATE:09126f05 I SCALE: NONE FILE NAME:MHSF3-46PC-DTL DRAWN:MJW CHECKED:ARG Taco Time Restaurant Federal Way, WA .y Full 180 Open `Z J JJr•f r� _ � _ 1 COVER with ADJUSTABLE FRAME - 1 1�I-1-I- 1-I-s- 1•+I->•-I-•I -I-�- No. 25PASSEMBLY 11+�I��;+�l��� t;+;+;!;I 220 Ibs. Suitable for use in off-street locations where not subjected to high density traffic. Oil Retaining Baffie 4" PVC OUTLET PIPE w/Sampling Tee (4) - Dia. Lift Inserts (2 Each Side) BASE ASSEMBLY No. 253-B-CPS 2,195 Ibs, Base 2,000 Ibs Baffle Wall 95 Ibs. Weir Wall 100 Ibs. Fatal OPTIONAL TOP - HEAVY TRAFFIC _ No. 253-T-CPS-HD No. 11 x 4 Costing 1.100 Ibs. 111� (11" Grade Risers Available) 6'-31 2430 Frame & Cover 24%30" Clear opening r (Grade Risers Available) No-253-8-CPS 2.195 Ibs. December 19, 2012 Technical information Report 253-CPS Galvanized Diamond Plnte Doors w/Locking Bolts Optionol-Nonslip Doors r Bolt Down Locking I (2) - 4" Dia. Hex Bolts i=i=1 i^I!-^1-1i•^1-I^I�I=1st 1-I-I-I ••-I--t�-I-•I �'I "1=1�'I,'•i •-1'•I �}••1= 1-ICI-I- 1-I-I-IMF-I-I-Y2-I-1-I-I-t-I-{7•1 �I17 -_lwi l'i>7�1�lTl�l-l�l�l�1•I-, I -I 7i--l«4•-I-I-I-I I-I-t-s- 1 .. Note: - Suitable for traffic locations. Coalescing Me -a Sediment Weir 4" PVC INLET PIPE S-5a" w/Tee 2--33" 253-CPS 253-CPS ILI Oldcastle Precast - OIL I WATER SEPARATOR File Name: 020ECO253CP51 PO Box 323, Wilsonville, Oregon 97070-0323 Issue Date: Revised 5-25-12 COALESCING - 27 GPM Tel: (503) 682-2844 Fax: (503) 682-2657 oldcastleprecast.comlwilsonville Page 34 of 57 Taco Time Restaurant Federal Way, WA December 19, 2012 Technical Information Report 253-CPS Projected Coalescing Plate Area = Ill Sq.FL "Design Flow Rate = 27 GPM Maximum Process Flaw = 144 GPM a — 3' 4'-111" Doors O.D. 4'—Bi" Clear Opening aan ooWa t��k�"y PLAN VIEW Hold —Down For Coalescing Media Dia. Insert Lift Inserts (2 Each Side) 4" PVC OUTLET PIPE Li w/Sampling Tee 00 = ° Field Grout l E T_ �^ . llt- A ' No. 25P Galvanized Diamond Plate Doors w/Locking Bolts Cooloscing Media Flow Lino a" Dip. Insert w/Hex Bolt (2 Each Side) 4" PVC INLET PIPE w/Tee `�., uJ Risers Available o E c Is C JI f oa 40 N o h O 0 3 w v Q L Oil Retaining Baffle Sediment 'Nair N I� 1'-3" 2'•-a' �• -- 1'-6' SECTION AA 'DESIGN 100% Basic bgll In{armtlon, FLOW EFFLUENT COLLECTED Influent Characterics PATE QUALITY SIZE — Oil Specific Gravity = 0.88 27 GPM 10 m 60 Micron — Operating Temperature = 50' PP — Influent Oil Concentration = 100 ppm Notes; — Mean Oil Droplet Size = 130 Microns — Static Water Depth = 2'-0" — .033 ft/min. Critical oil Droplet Predicted Rise Rate — Prior to "Startup" of system, fill with clean water Lo bottom of outlet pipe. For best results, fill to flow line. -Basic Design Information per Washington — Follow Regular Inspection, Cleaning, & Maintenance State Department of Ecology; User to Adjust Schedule (See Clean Out & Maintenance). Scale: 1/2" — 1'-0" Estimates for Variations in Real Conditions. 253-CPS 253-CPS OldCastle Precast® File Name: 020ECO253CPS2 OIL / WATER SEPARATOR PO Box 323, Wilsonville, Oregon 97070-0323 Issue Date: Revised 5-25-12 COALESCING - 27 GPM Tel: (503) 682-2844 Fax: (503) 682-2657 oldcastleprecast.com/wilsonville Page 35 of 57 Taco Time Restaurant Federal Way, WA December 19, 2012 Technical Information Report December 12, 2012 Hanna Group 3300 Maple Valley Highway Renton, Washington 98058 Attn: Ms. Kristen Hanna, Owner Rw Addendum to Geotechnical Engineering Report Federal Way Taco Time Restaurant (Formerly Proposed Golden Corral Restaurant) 35500 Enchanted Parkway S. Federal Way, Washington Terracon Project. B215016 Dear Ms. Hanna: Irerracon The purpose of this addendum is to provide our comments concerning the use of pervious pavement for the above -referenced project. Previously, Terracon Consultants, Inc. (Terracon) prepared a geotechnical engineering report (J-2383, dated April 24, 2006) for a proposed new Golden Corral Restaurant site which was updated on October 17, 2012, via Terracon addendum, for the current project. It is our understanding that Best Management Practices (BMP's) may require the use of pervious pavement on a portion of the project due to the potential for a low water infiltration rate of the site soils. It should be understood that the use of pervious pavement (asphalt or concrete) for this project comes with limitations, some of which are listed below. 1. Durability. Based on the site size, it is likely that large vehicles such as delivery trucks and trash trucks will be traveling on the pervious pavement, reducing the life of the pavement. In addition, the pavement is subject to potential damage when larger vehicles are required to turn on the pavement. 2. Clogging. Periodic cleaning of the pavement would be necessary which could ultimately result in clogging of the 6-inch granular base. 3. Subsurface Erosion. Based on the existing site topography, if water is allowed to flow down to the native soil slope, erosion of the subsurface native soils could occur. 4. Storage. Due to the probable low permeability of the native soils, adequate water storage in a 6-inch granular section may not be adequate during prolonged periods of rain. Terracon Consultants, Inc. 2115 S. 561n St., Suite 405 Tacoma, Washington 96409 P [253] 573 9939 F [253] 573 9959 terracon.com Page 36 of 57 Taco Time Restaurant Federal Way, WA December 19, 2012 Technical Information Report Addendum Geotechnical Engineering Report Proposed Taco Time Federal Way, WA December 12, 2012 . Terracon Project No. B2125016 lrerracon Other BMP's, such as utilizing the existing storm drain (depending on capacity) should be considered. Terracon is available to evaluate other BMP's, as necessary. We appreciate the opportunity to be of service to you on this project. If you have any questions, please contact us. Sincerely, Terrac Con Paul D. Davis, P.E. Off' M �C;James M. Brisbine, P.G., P.E. Ice anager s:F;: Senior Engineer ��+3fiZ cc: Howard G. Kimura, AIA, HG Kimura Architect, PLLC (1, via e-mail) Responsive Resourceful , Reliable M —A Page 37 of 57 Taco Time Restaurant I December 19, 20t2 Federal Way, WA Technical Information Report SECTION 5 - CONVEYANCE SYSTEM ANALYSIS AND DESIGN Only outflow pipe from the detention system, pipe for the future East portion of the property, and pipe connecting to the existing catch basin have been sized. On -site conveyance system was sized using Rational Method as described in KCWSDM Section 3.2.1. Storm and Sanitary Analysis Extension software of Autodesk Civil 3d software will be used for design calculations. Pipe system will be designed using backwater analysis to convey the 25-year peak flows and checked if 100-year peak flow would not cause severe flooding or erosion problems. All new pipes will be sized to have a minimum slope of 0.5%. Full flow design velocity for a 12" LCPE pipe at 0.5% slope is 3.47 FPS and for 18" pipe 4.55 FPS. These velocities are greater than the minimum full flow velocity per SWDM of 3.0 FPS. Pipes shall be HDPE Lined Corrugated Polyethylene Pipe (LCPE). Page 38 of 57 _i 1' 7 au nt�� ��T= T ENGINEERING, ' T � T� �Ti T , T �� December rmatio Report F` 1j fl�`iI 111V� 1{�■I A�t1s� .1[�1j , -L- — ` - - T Technical Information Report McAanical - Electrical - Sire Protection - Civil - Struetural - LEED - CEM a,nu i i ai6.1. X 1 Raul. r.,— -46 -9451 uL:12i-Jba-44+1 fa.:4a5-�fia-9�i1 PROJECT NAME: T+C-� / i11"'��'{� W / PROJECT #: 21 (ZO PREPARED BY: V DATE: \a�rL\ /ILL GorJV �7- P-fj.&-'L`ti S I S rnc-'T�'PC-i'fz- Y-C SL-JrDn S'00°1 L)sF 7ch►,- (o,-1, SIN `7 \bo '- 2 , (01 b�120 + 0 fo"3 C A wti „r 0, rV7 o, 10� 0 77t� Gr- S t Ire o," 1;' 1 S gam.'Mµ1 � 1 { r f S� Cr C.Apot�7- j e�n Fp-\ S'r- PPar?-C rr L- oe!!r--- Page 1 of Page 9 of 57 T u i December 19, 2012 F A:ABOSSEIN ENGINEERING, LLC Technical Information Report 1•tLcbanica[ - Blecfrical - FirL' - C� ' _ !IU(1 112d� \.. N ,,-.2Q1, 11,-0.. 1 , WA 98(IUJ �rakeclian - C`[vi� - IYuctilra� - Ci;D - l E� :. nL:129-Jh� �lillfa.:a-25.1(i3 -7151 � � � PROJECT NAME: MN, Tl rl W�% PROJECT #: Z 2lnc,V PREPARED BY: J , V , DATE: 1 %.k I (2 5 D - "-tk F" PE F-i"Z-o ti "r-AC.O �' D - P ► P r V= L. As�Ts = l 12� A,� A m oc-r = o , 2 (.,* P-\C f4N orF b, \01 ^C.. \ \ --\ 4 AC tc, (� 4-4) =I Page of Page of 57 Taco Time Restaurant Federal Way, WA Channel Report Hydraflow Express Extension for AutoCADO Civil 300 2012 by Autodesk, Inc. < N a m e > Cjt; Circular Diameter (ft) = 1.50 Invert Elev (ft) = 100.00 Slope (%) = 0.50 N-Value = 0.015 Calculations Compute by: Known Q Known Q (cfs) = 2.84 Elev (ft) 102.00 101.50 101.00 100.50 100.00 4 M M December 19, 2012 Technical Information Report Friday, Oct 19 2012 Highlighted Depth (ft) = 0.70 Q (cfs) = 2.840 Area (sqft) = 0.81 Velocity (ft/s) = 3.51 Wetted Perim (ft) = 2.26 Crit Depth, Yc (ft) = 0.64 Top Width (ft) = 1.50 EGL (ft) = 0.89 Section 0 1 2 3 Reach (ft) Page 41 of 57 Taco Time Restaurant Federal Way, WA Channel Report Hydraflow Express Extension for AutoCAD® Civil 3D® 2012 by Autodesk, Inc. Circular Diameter (ft) = 1.50 Invert Elev (ft) = 100.00 Slope (%) = 0.50 N-Value = 0.015 Calculations Compute by: Known Q Known Q (cfs) = 3.95 Elev (ft) 102.00 101.50 101.00 100.50 100.00 99.50 December 19, 2012 Technical Information Report Friday, Oct 19 2012 Highlighted Depth (ft) = 0.85 Q (cfs) = 3.950 Area (sqft) = 1.03 Velocity (fUs) = 3.82 Wetted Perim (ft) = 2.56 Crit Depth, Yc (ft) = 0.76 Top Width (ft) = 1.49 EGL (ft) = 1.08 Section 0 1 2 3 Reach (ft) Page 42 of 57 Taco Time Restaurant Federal Way, WA Channel Report Hydraflow Express Extension for AutoCAD(!D Civil 31)(9) 2012 by Autodesk, Inc. <Name> — Circular Diameter (ft) = 1.50 Invert Elev (ft) = 100.00 Slope (%) = 0.50 N-Value = 0.015 Calculations Compute by: Known Q Known Q (cfs) = 6.79 Elev (ft) 102.00 101.50 101.00 100.50 100.00 99.50 December 19, 2012 Technical Information Report Friday, Oct 19 2012 Highlighted Depth (ft) = 1.33 Q (cfs) = 6.790 Area (sqft) = 1.66 Velocity (ft/s) = 4.10 Wetted Perim (ft) = 3.68 Crit Depth, Yc (ft) = 1.01 Top Width (ft) = 0.95 EGL (ft) = 1.59 Section 0 1 2 3 Reach (ft) Page 43 of 57 Taco Time Restaurant December 19, 2012 Federal Way, WA Technical Information Report SECTION 6 - SPECIAL REPORTS AND STUDIES Geotechnical Evaluation Report prepared by Zipper Zeman Associates, dated April 2006, was studied. This report is being updated for infiltration data. The project does not lie within and is not adjacent to 100-year floodplain or floodway per King County Flood Maps and FIRM. The subject property is within a 10-year Wellhead Protection Zone. No environmental - review or mitigation is required. This site is not and is not adjacent to any known critical or environmental sensitive area. There are not known any other special reports and studies related to subject area. SECTION 7 - OTHER PERMITS Other permits that may be required for this project include: National Pollutant Discharge Elimination System (NPDES) permit from WA DOE Building Permit for retaining walls from the City of Federal Way Demo Permit by the City of Federal Way King County Health Department Permit Lakehaven Utility District Permit Binding Site Plan Permit from the City of Federal Way Process II Submittal to the City of Federal Way SECTION 8 - CSWPPP ANALYSIS AND DESIGN ESC and SWPPS Plans will be prepared for final TIR. CSWPPP will be also submitted for the NPDES Stormwater Construction Permit issued by State DOE. This section will include two parts: ESC Plan Analysis and Design (Part A) with all hydrologic and hydraulic information used to analyze and design ESC plan. SWPPS Plan Design (Part B). The stormwater pollution prevention and spill plan will identify all activities that contribute pollutants to surface and storm water during construction and proposed BMPs applied. SECTION 9 - BOND QUANTITIES, FACILITY SUMMARIES, AND DECLARATION OF COVENANT Bond Quantities (if required by the City), Flow Control and Water Quality Facility Summary Sheet and Sketch, and Declaration of Covenant for Privately Maintained Flow Control and WQ Facilities shall be provided with the final engineering documents. Page 44 of 57 Taco Time Restaurant December 19, 20t2 Federal Way, WA Technical Information Report _ SECTION 10 - OPERATIONS AND MAINTENANCE MANUAL - . The operations and maintenance manual has been compiled from Appendix A of the l KCSWDM and is provided in this report. �1 wi w Page 45 of 57 Taco Time Restaurant December 19, 2012 Federal Way, WA Technical Information Report -.1 APPENDIX A MAINTENANCE REQUIREMENT'S FOR FLOW CONTROL, CONVEYANCE, AND WQ FACILITIES NO.3 - DETENTION TANKS AND VAULTS Maintenance Defect or Problem Conditions When Maintenance is Needed Results Expected When Component Maintenance is Performed Site Trash and debris Any trash and debris which exceed 1 cubic foot Trash and debris cleared from site. per 1,000 square feet (this is about equal to the amount of trash it would take to fill up one standard size office garbage can). In general, there should be no visual evidence of dumping. Noxious weeds Any noxious or nuisance vegetation which may Noxious and nuisance vegetation constitute a hazard to County personnel or the removed according to applicable public. regulations. No danger of noxious vegetation where County personnel or the public might normally be. Contaminants and Any evidence of contaminants or pollution such Materials removed and disposed of pollution as oil, gasoline, concrete slurries or paint. according to applicable regulations. Source control BMPs implemented if appropriate. No contaminants present other than a surface oil film. Grass/groundcover Grass or groundcover exceeds 18 inches in Grass or groundcover mowed to a height. height no greater than 6 inches. Tank or Vault Trash and debris Any trash and debris accumulated in vault or tank No trash or debris in vault. Storage Area (includes floatables and non-floatables). Sediment Accumulated sediment depth exceeds 10% of the All sediment removed from storage accumulation diameter of the storage area for length of area. storage vault or any point depth exceeds 15% of diameter. Example: 72-inch storage tank would require cleaning when sediment reaches depth of 7 inches for more than'% length of tank. Tank Structure Plugged air vent Any blockage of the vent. Tank or vault freely vents. Tank bent out of Any part of tank/pipe is bent out of shape more Tank repaired or replaced to design. shape than 10% of its design shape. Gaps between A gap wider than '/-inch at the joint of any tank No water or soil entering tank sections, damaged sections or any evidence of soil particles entering through joints or walls, joints or cracks or the tank at a joint or through a wall. tears in wall Vault Structure Damage to wall, Cracks wider than ''/2-inch, any evidence of soil Vault is sealed and structurally frame, bottom, and/or entering the structure through cracks or qualified sound. top slab inspection personnel determines that the vault is not structurally sound. InIeUOutlet Pipes Sediment Sediment filling 20% or more of the pipe. Inlet/outlet pipes clear of sediment. accumulation Trash and debris Trash and debris accumulated in inlet/outlet No trash or debris in pipes. pipes (includes floatables and non-floatables). Damaged Cracks wider than'/2-inch at the joint of the No cracks more than Y<-inch wide at inlet/outlet pipes or any evidence of soil entering the joint of the inlet/outlet pipe. at the joints of the inlet/outlet pipes. 2009 Surface Water Design Manual — Appendix A A-5 t/9/2009 Page 46 of 57 Taco Time Restaurant December 19, 2012 Federal Way, WA Technical Information Report APPENDIX A MAINTENANCE REQUIREMENTS FLOW CONTROL, CONVEYANCE, AND WQ FACILITIES NO.3 - DETENTION TANKS AND VAULTS Maintenance Defect or Problem Conditions When Maintenance is Needed Results Expected When Component + Maintenance is Performed Access Manhole r Cover/lid not in place Cover/lid is missing or only partially in place. Manhole access covered Any open manhole requires immediate maintenance. Locking mechanism Mechanism cannot be opened by one Mechanism opens with proper tools. not working maintenance person with proper tools. Bolts cannot be seated. Self-locking cover/lid does not work. Cover/lid difficult to One maintenance person cannot remove Cover/lid can be removed and remove cover/lid after applying 80 Ibs of lift. reinstalled by one maintenance person. Ladder rungs unsafe Missing rungs, misalignment, rust, or cracks. Ladder meets design standards. Allows maintenance person safe access. Large access Damaged or difficult Large access doors or plates cannot be Replace or repair access door so it doors/plate to open opened/removed using normal equipment. can opened as designed. Gaps, doesn't cover Large access doors not flat and/or access Doors close flat and covers access completely opening not completely covered. opening completely. Lifting Rings missing, Lifting rings not capable of lifting weight of door Lifting rings sufficient to lift or rusted or plate. remove door or plate. I/9/2009 A-6 2009 Surface Water Design Ntanual — Appendix A Page 47 of 57 Taco Time Restaurant December 19, 2012 Federal Way, WA Technical Information Report APPENDIX A MAINTENANCE REQUIREMENTS FOR FLOW CONTROL, CONVEYANCE, AND WQ FACILITIES NO, 4 - CONTROL STRUCTURE/FLOW RESTRICTOR Maintenance Defect or Problem Condition When Maintenance is Needed Results Expected When Component Maintenance is Performed Structure Trash and debris Trash or debris of more than cubic foot which No Trash or debris blocking or is located immediately in front of the structure potentially blocking entrance to opening or is blocking capacity of the structure by structure. more than 10%. Trash or debris in the structure that exceeds'/3 No trash or debris in the structure. the depth from the bottom of basin to invert the lowest pipe into or out of the basin. Deposits of garbage exceeding 1 cubic foot in No condition present which would volume. attract or support the breeding of insects or rodents. Sediment Sediment exceeds 60% of the depth from the Sump of structure contains no bottom of the structure to the invert of the lowest sediment. pipe into or out of the structure or the bottom of the FROP-T section or is within 6 inches of the invert of the lowest pipe into or out of the structure or the bottom of the FROP-T section. Damage to frame Comer of frame extends more than 3/< inch past Frame is even with curb. and/or top slab curb face into the street (If applicable). Top slab has holes larger than 2 square inches or Top slab is free of holes and cracks. cracks wider than inch. Frame not sitting flush on top slab, i.e., Frame is sitting flush on top slab. separation of more than 3% inch of the frame from the top slab. Cracks in walls or Cracks wider than '/2 inch and longer than 3 feet, Structure is sealed and structurally bottom any evidence of soil particles entering structure sound. through cracks, or maintenance person judges that structure is unsound. Cracks wider than inch and longer than 1 foot No cracks more than inch wide at at the joint of any inlet/outlet pipe or any evidence the joint of inlet/outlet pipe. of soil particles entering structure through cracks. Settlement/ Structure has settled more than 1 inch or has Basin replaced or repaired to design misalignment rotated more than 2 inches out of alignment. standards. Damaged pipe joints Cracks wider than at the joint of the No cracks more than wide at inlet/outlet pipes or any evidence of soil entering the joint of inlet/outlet pipes. the structure at the joint of the inlet/outlet pipes. Contaminants and Any evidence of contaminants or pollution such Materials removed and disposed of pollution as oil, gasoline, concrete slurries or paint. according to applicable regulations. Source control BMPs implemented if j appropriate. No contaminants II present other than a surface oil film. Ladder rungs missing Ladder is unsafe due to missing rungs, Ladder meets design standards and or unsafe misalignment, rust, cracks, or sharp edges. allows maintenance person safe access. FROP-T Section Damage T section is not securely attached to structure T section securely attached to wall wall and outlet pipe structure should support at and outlet pipe. least 1,000 Ibs of up or down pressure. Structure is not in upright position (allow up to Structure in correct position, 10% from plumb). Connections to outlet pipe are not watertight or Connections to outlet pipe are water show signs of deteriorated grout. tight; structure repaired or replaced and works as designed. Any holes --other than designed holes —in the Structure has no holes other than structure. designed holes. Cleanout Gate Damaged or missing Cleanout gate is missing. Replace ceanout gate. �+ 2009 Surface Water Design Manual — Appendix A A-7 1/9/2009 Page 48 of 57 Taco Time Restaurant December 19, 2012 I Federal Way, WA Technical Information Report APPENDIX A MAINTENANCE REQUIREMENTS FLOW CONTROL, CONVEYANCE, AND WQ FACILITIES NO.4 - CONTROL STRUCTURE/FLOW RESTRICTOR Maintenance I Defect or Problem Condition When Maintenance is Needed Results Expected When Component Maintenance is Performed Cteanout gate is not watertight. Gate is watertight and works as designed. Gate cannot be moved up and down by one Gate moves up and down easily and maintenance person. is watertight. Chain/rod leading to gate is missing or damaged. Chain is in place and works as designed. Orifice Plate Damaged or missing Control device is not working properly due to Plate is in place and works as missing, out of place, or bent orifice plate. designed. Obstructions Any trash, debris, sediment, or vegetation Plate is free of all obstructions and blocking the plate. works as designed. Overflow Pipe Obstructions Any trash or debris blocking (or having the Pipe is free of all obstructions and potential of blocking) the overflow pipe, works as designed. Deformed or damaged Lip of overflow pipe is bent or deformed. Overflow pipe does not allow lip overflow at an elevation lower than design Inlet/Outlet Pipe Sediment Sediment tilling 20% or more of the pipe. Inlet/outlet pipes clear of sediment. accumulation Trash and debris Trash and debris accumulated in inlet/outlet No trash or debris in pipes. pipes (includes floatables and non-floatables). Damaged Cracks wider than %-inch at the joint of the No cracks more than IA -inch wide at inlet/outlet pipes or any evidence of soil entering the joint of the inlet/outlet pipe. at the joints of the inlet/outlet pipes. Metal Grates Unsafe grate opening Grate with opening wider than'/B inch. Grate opening meets design (If Applicable) standards. Trash and debris Trash and debris that is blocking more than 20% Grate free of trash and debris. of grate surface. footnote to guidelines for disposal Damaged or missing Grate missing or broken member(s) of the grate. Grate is in place and meets design standards. Manhole Cover/Lid Cover/lid not in place Cover/lid is missing or only partially in place. Cover/lid protects opening to Any open structure requires urgent structure. maintenance. Locking mechanism Mechanism cannot be opened by one Mechanism opens with proper tools. Not Working maintenance person with proper tools. Bolts cannot be seated. Self-locking cover/lid does not work. Cover/lid difficult to One maintenance person cannot remove Cover/lid can be removed and Remove cover/lid after applying 80 lbs. of lift. reinstalled by one maintenance person. Im �.l 1 /9/2009 A-8 2009 Surface Water Design Manual — Appendix A Page 49 of 57 Taco Time Restaurant December 19, 2012 Federal Way, WA Technical Information Report APPENDIX A MAINTENANCE REQUIREMENTS FOR FLOW CONTROL, CONVEYANCE, AND WQ FACILITIES NO. 5 - CATCH BASINS AND MANHOLES Maintenance Defect or Problem Condition When Maintenance is Needed Results Expected When I Component Maintenance is Performed Structure Sediment Sediment exceeds 60% of the depth from the Sump of catch basin contains no bottom of the catch basin to the invert of the sediment. lowest pipe into or out of the catch basin or is within 6 inches of the invert of the lowest pipe into or out of the catch basin. Trash and debris Trash or debris of more than cubic foot which is located immediately in front of the catch basin No Trash or debris blocking or potentially blocking entrance to opening or is blocking capacity of the catch basin catch basin. by more than 10%. Trash or debris in the catch basin that exceeds No trash or debris in the catch basin. % the depth from the bottom of basin to invert the lowest pipe into or out of the basin. Dead animals or vegetation that could generate No dead animals or vegetation odors that could cause complaints or dangerous present within catch basin. gases (e.g.. methane). Deposits of garbage exceeding 1 cubic foot in No condition present which would volume. attract or support the breeding of insects or rodents. Damage to frame Comer of frame extends more than % inch past Frame is even with curb. and/or top slab curb face into the street (If applicable). Top slab has holes larger than 2 square inches or Top slab is free of holes and cracks, cracks wider than inch. Frame not sitting flush on top slab, i.e., Frame is sitting flush on top slab, separation of more than inch of the frame from the top slab. Cracks in walls or Cracks wider than % inch and longer than 3 feet, Catch basin is sealed and bottom any evidence of soil particles entering catch structurally sound. basin through cracks, or maintenance person judges that catch basin is unsound Cracks wider than % inch and longer than 1 foot 1 No cracks more than'/, inch wide at at the joint of any inletloutlet pipe or any evidence the joint of inlet/outlet pipe. of soil particles entering catch basin through cracks. Settlement/ Catch basin has settled more than 1 inch or has Basin replaced or repaired to design misalignment rotated more than 2 inches out of alignment, standards, Damaged pipe joints Cracks wider than '/2-inch at the joint of the No cracks more than wide at inlet/outlet pipes or any evidence of soil entering the joint of inlet/outlet pipes. the catch basin at the joint of the inlet/outlet pipes. Contaminants and Any evidence of contaminants or pollution such Materials removed and disposed of pollution as oil, gasoline, concrete slurries or paint. according to applicable regulations. Source control BMPs implemented if appropriate. No contaminants present other than a surface oil film. Inlet/Outlet Pipe Sediment Sediment filling 20% or more of the pipe Inlet/outlet pipes clear of sediment. accumulation Trash and debris Trash and debris accumulated in inlet/outlet No trash or debris in pipes. pipes (includes floatables and non-floatables). Damaged Cracks wider than '% -inch at the joint of the No cracks more than 1/4-inch wide at inlet/outlet pipes or any evidence of soil entering the joint of the inlet/outlet pipe. at the joints of the inlet/outlet pipes. _1 2009 Surface Water Design Manual — Appendix A A-9 1/9/2009 Page 50 of 57 Taco Time Restaurant December 19, 2012 Federal Way, WA Technical Information Report APPENDIX A MAINTENANCE REQUIREMENTS FLOW CONTROL, CONVEYANCE, AND WQ FACILITIES NO. 5 - CATCH BASINS AND MANHOLES Maintenance Defect or Problem Condition When Maintenance is Needed Results Expected When I Component Maintenance is Performed Metal Grates Unsafe grate opening Grate with opening wider than'/e inch. Grate opening meets design (Catch Basins) I standards. Trash and debris i Trash and debris that is blocking more than 20% Grate free of trash and debris. of grate surface. Footnote to guidelines for disposal Damaged or missing Grate missing or broken member(s) of the grate. Grate is in place and meets design i Any open structure requires urgent standards. I maintenance. Manhole Cover/Lid Cover/lid not in place Cover/lid is missing or only partially in place. Cover/lid protects opening to Any open structure requires urgent structure. maintenance. Locking mechanism Mechanism cannot be opened by one Mechanism opens with proper tools. Not Working maintenance person with proper tools. Bolts cannot be seated. Self-locking cover/lid does not work. Cover/lid difficult to One maintenance person cannot remove Cover/lid can be removed and Remove cover/lid after applying 80 lbs. of lift. reinstalled by one maintenance person. 1/9/2009 2009 Surface Water Design Manual — Appendix A A-10 Page 51 of 57 Taco Time Restaurant December 19, 2012 Federal Way, WA Technical Information Report APPENDIX A MAINTENANCE REQUIREMENTS FLOW CONTROL, CONVEYANCE, AND WQ FACILITIES NO. 11 -GROUNDS (LANDSCAPING) Maintenance Defect or Problem Conditions When Maintenance is Needed I Results Expected When Component Maintenance is Performed Site I Trash or litter Any trash and debris which exceed 1 cubic foot Trash and debris cleared from site. per 1,000 square feet (this is about equal to the amount of trash it would take to fill up one standard size office garbage can). In general, there should be no visual evidence of dumping. Noxious weeds Any noxious or nuisance vegetation which may Noxious and nuisance vegetation constitute a hazard to County personnel or the removed according to applicable public. regulations. No danger of noxious vegetation where County personnel or the public might normally be. Contaminants and Any evidence of contaminants or pollution such Materials removed and disposed of pollution as oil, gasoline, concrete slurries or paint. according to applicable regulations. Source control BMPs implemented if appropriate. No contaminants present other than a surface oil film. Grass/groundcover Grass or groundcover exceeds 18 inches in Grass or groundcover mowed to a height. height no greater than 6 inches, Trees and Shrubs Hazard Any tree or limb of a tree identified as having a No hazard trees in facility. potential to fall and cause property damage or threaten human life. A hazard tree identified by a qualified arborist must be removed as soon as possible. Damaged Limbs or parts of trees or shrubs that are split or Trees and shrubs with less than 5% broken which affect more than 25% of the total of total foliage with split or broken foliage of the tree or shrub. limbs. Trees or shrubs that have been blown down or No blown down vegetation or knocked over. knocked over vegetation. Trees or shrubs free of injury. Trees or shrubs which are not adequately Tree or shrub in place and supported or are leaning over, causing exposure adequately supported; dead or of the roots. diseased trees removed. 1/9/2009 A-16 2009 Surface Water Design Manual — Appendix A Page 52 of 57 Taco Time Resiaurant December 19, 2012 Federal Way, WA Technical Information Report APPENDIX A MAINTENANCE REQUIREMENTS FLOW CONTROL, CONVEYANCE, AND WQ FACILITIES FNO. 21 - STORMFILTER (CARTRIDGE TYPE) Maintenance Component Defect or Problem Condition When Maintenance is Needed Results Expected When Maintenance is Performed Site Trash and debris Any trash or debris which impairs the function of the facility. Trash and debris removed from facility. Contaminants and Any evidence of contaminants or pollution such Materials removed and disposed of pollution as oils, gasoline, concrete slurries or paint. according to applicable regulations. Source control BMPs implemented if appropriate. No contaminants present other than a surface oil film. Life cycle System has not been inspected for three years. Facility is re -inspected and any needed maintenance performed. Vault Treatment Sediment on vault Greater than 2 inches of sediment. Vault is free of sediment. Area floor Sediment on top of Greater than '% inch of sediment. Vault is free of sediment. cartridges Multiple scum lines above top of Thick or multiple scum lines above top of cartridges. Probably due to plugged canisters or Cause of plugging corrected, canisters replaced if necessary. cartridges underdrain manifold. Vault Structure Damage to wall, Frame, Bottom, and/or Cracks wider than 1/,inch and any evidence of soil particles entering the structure through the Vault replaced or repaired to design specifications. Top Slab cracks, or qualified inspection personnel determines the vault is not structurally sound. Baffles damaged Baffles corroding, cracking warping, and/or j Repair or replace baffles to showing signs of failure as determined by specification. maintenance/inspection person. I Filter Media Standing water in vault 9 inches or greater of static water in the vault for more than 24 hours following a rain event and/or No standing water in vault 24 hours after a rain event. overflow occurs frequently. Probably due to plugged filter media, underdrain or outlet pipe. Short circuiting Flows do not properly enter filter cartridges. Flows go through filter media. Underdrains and Clean -Outs Sediment/debris Underdrains or clean -outs partially plugged or filled with sediment and/or debris. Underdrains and clean -outs free of sediment and debris. Inlet/Outlet Pipe Sediment Sediment filling 20% or more of the pipe. InleUoutlet pipes clear of sediment. accumulation Trash and debris Trash and debris accumulated in inlet/outlet No trash or debris In pipes. pipes (includes floatables and non-floatables). Damaged Cracks wider than 1/2-inch at the joint of the inlet/outlet pipes or any evidence of soil entering No cracks more than %-inch wide at the joint of the inleUoutlet pipe. at the joints of the inlet/outlet pipes. Access Manhole Cover/lid not in place Cover/lid is missing or only partially in place. Manhole access covered, Any open manhole requires Immediate maintenance. Locking mechanism Mechanism cannot be opened by one Mechanism opens with proper tools. not working maintenance person with proper tools. Bolts cannot be seated. Self-locking cover/lid does not work. Cover/lid difficult to remove One maintenance person cannot remove cover/lid after applying 80 Ibs of lift. Cover/lid can be removed and reinstalled by one maintenance person. Ladder rungs unsafe Missing rungs, misalignment, rust, or cracks. Ladder meets design standards. Allows maintenance person safe access. Large access doors/plate Damaged or difficult to open Large access doors or plates cannot be opened/removed using normal equipment. Replace or repair access door so it can opened as designed. 1/9/2009 A-30 2009 Surface Water Design Manual — Appendix A Page 53 of 57 1 Taco Time Restaurant Federal Way, WA December 19, 2012 Technical Information Report 1111111I APPENDIX A MAINTENANCE REQUIREMENTS FOR FLOW CONTROL, CONVEYANCE, AND WQ FACILITIES NO.21 - STORMFILTER (CARTRIDGE TYPE) Maintenance Defect or Problem Condition When Maintenance is Needed Results Expected When Component Maintenance is Performed —� `{ Gaps, doesn't cover Large access doors not flat and/or access Doors close flat and cover access completely opening not completely covered. opening completely. Lifting Rings missing, Lifting rings not capable of lifting weight of door Lifting rings sufficient to lift or rusted or plate. remove door or plate. 2009 Surface Water Design Manual — Appendix A A-31 1 /9/2009 Page 54 of 57 Taco Time Restaurant December'19, 2012 iii Federal Way, WA Technical information Report APPENDIX A MAINTENANCE REQUIREMENTS FOR FLOW CONTROL, CONVEYANCE, AND WQ FACILITIES NO. 23 - COALESCING PLATE OILWATER SEPARATOR Maintenance Defect Condition When Maintenance is Needed Results Expected When Component Maintenance is Performed Site Trash and debris Any trash or debris which impairs the function of Trash and debris removed from the facility. facility. Contaminants and Floating oil in excess of 1 inch in first chamber, No contaminants present other than pollution any oil in other chambers or other contaminants a surface oil film. of any type in any chamber. Vault Treatment Sediment Sediment accumulation of 6 inches or greater in No sediment in the forebay. Area accumulation in the the forebay. forebay Discharge water not Inspection of discharge water shows obvious Repair function of plates so effluent clear signs of poor water quality - effluent discharge is clear. from vault shows thick visible sheen. Trash or debris Trash and debris accumulation in vault Trash and debris removed from accumulation (floatables and non-floatables). vault. Oil accumulation Oil accumulation that exceeds 1 inch at the water No visible oil depth on water and surface in the in the coalescing plate chamber. coalescing plates clear of oil. Coalescing Plates Damaged Plate media broken, deformed, cracked and/or showing signs of failure. Replace that portion of media pack or entire plate pack depending on severity of failure. Sediment Any sediment accumulation which interferes with No sediment accumulation accumulation the operation of the coalescing plates. interfering with the coalescing plates. Vault Structure Damage to Wall, Frame, Bottom, and/or Cracks wider than and any evidence of soil particles entering the structure through the Vault replaced or repaired to design specifications. Top Slab cracks, or maintenance inspection personnel determines that the vault is not structurally sound. Baffles damaged Baffles corroding, cracking, warping and/or Repair or replace baffles to showing signs of failure as determined by specifications. maintenance/inspection person. Ventilation Pipes Plugged Any obstruction to the ventilation pipes. Ventilation pipes are clear. Shutoff Valve Damaged or Shutoff valve cannot be opened or closed. Shutoff valve operates normally. inoperable Inlet/Outlet Pipe Sediment Sediment filling 20% or more of the pipe. Inlet/outlet pipes clear of sediment. accumulation Trash and debris Trash and debris accumulated in inlet/outlet No trash or debris in pipes. pipes (includes floatables and non-floatables). Damaged Cracks wider than '/2-inch at the joint of the No cracks more than 1/4-inch wide at inlet/outlet pipes or any evidence of soil entering the joint of the inlet/outlet pipe. at the joints of the inletloutlet pipes. Access Manhole Cover/lid not in place Cover/lid is missing or only partially in place. Manhole access covered, Any open manhole requires immediate maintenance. Locking mechanism Mechanism cannot be opened by one Mechanism opens with proper tools. not working maintenance person with proper tools. Bolts cannot be seated. Self-locking cover/lid does not work. Coverllid difficult to One maintenance person cannot remove Coverllid can be removed and remove cover/lid after applying 80 Ibs of lift. reinstalled by one maintenance person. Ladder rungs unsafe Missing rungs, misalignment, rust, or cracks. Ladder meets design standards. Allows maintenance person safe access. 2009 Surface Water Design Manual — Appendix A A-33 1/9/2009 Page 55 of 57 Taco Time Restaurant December 19, 2612 Federal Way, WA Technical, Infdrmation Report _1 APPENDIX A MAINTENANCE REQUIREMENTS FLOW CONTROL, CONVEYANCE, AND WQ FACILITIES FO.23 - COALESCING PLATE OIL/WATER SEPARATOR T Maintenance Component Defect Condition When Maintenance is Needed Results Expected When Maintenance is Performed Large access doors/plate Damaged or difficult to open Large access doors or plates cannot be opened/removed using normal equipment. Replace or repair access door so it can opened as designed. Gaps, doesn't cover completely Large access doors not flat and/or access opening not completely covered. Doors close flat and cover access opening completely. Lifting Rings missing, rusted Lifting rings not capable of lifting weight of door or plate. Lifting rings sufficient to lift or remove door or plate. M - j l/9/2009 A-34 2009 Surface Water Design Manual — Appendix A -4 Page 56 of 57 1 Taco Time Restaurant December 19, 2012 Federal Way, WA Technical Information Report APPENDIX A MAINTENANCE REQUIREMENTS FOR FLOW CONTROL, CONVEYANCE, AND WQ FACILITIES NO. 24 - CATCH BASIN INSERT Maintenance Defect or Problem Conditions When Maintenance is Needed Results Expected When Component Maintenance is Performed Media Insert Visible Oil Visible oil sheen passing through media Media inset replaced. Insert does not fit Flow gets into catch basin without going through All flow goes through media. catch basin properly media. Filter media plugged Filter media plugged. Flow through fliter media is normal. Oil absorbent media Media oil saturated j Oil absorbent media replaced. saturated Water saturated Catch basin insert is saturated with water, which I Insert replaced. no longer has the capacity to absorb. 1r Service life exceeded Regular interval replacement due to typical Media replaced at manufacturer's average life of media insert product, typically one recommended interval. month, Seasonal When storms occur and during the wet season. Remove, clean and replace or install maintenance 2009 Surface Water Design Manual — Appendix A A-35 new insert after major storms, monthly during the wet season or at manufacturer's recommended interval. t/9/2009 Page 57 of 57 END OF TECHNICAL INFORMATION REPORT 4113 TECHNICAL INFORMATION REPORT (TIR) Parcel No. 282104-9106 Taco Time Restaurant File #12-103389-00-PC 35500 Enchanted Parkway South Federal Way, WA 98003 Prepared for: Hanna Group Taco Time 3300 Maple Valley Highway Renton, WA 98058 Ph: (206) 818-2320 May 10'', 2013 Prepared by: Josef Valenta, P.E. V151 i? SrGF VA t Ep�T �F WW ASy��¢ y H R±� �r� . Ap 30419 p p-Gl3TE�� �SS�ONAL E� Abossein Engineering, LLC Main Office 21B0 Bellevue, A 980 4 � E S U B M ITT' E D Bellevue, WA 98004 Branch Offices Mukilteo, WA I Tacoma, WA I Petaluma, CA Phone (425) 462-9441 1 Fax (425) 462-9451 S EP 0 5 2013 JN: 212120 CITY OF FEDERAL WAIF CDS Taco Time, Federal Way Technical Information Report May 10th, 2013 TABLE OF CONTENTS SECTION 1- PROJECT OVERVIEW 1 SECTION 2 - CONDITIONS AND REQUIREMENTS SUMMARY 15 SECTION 3 - OFF -SITE ANALYSIS REPORT 17 SECTION 4 - FLOW CONTROL AND WATER QUALITY FACILITY ANALYSIS DESIGN 32 SECTION 5 - CONVEYANCE SYSTEM ANALYSIS AND DESIGN 52 SECTION 6 - SPECIAL REPORTS AND STUDIES 107 SECTION 7 - OTHER PERMITS 108 SECTION 8 - CSWPPP ANALYSIS AND DESIGN 109 SECTION 9 - BOND QUANTITIES, FACILITY SUMMARIES, AND DECLARATION OF COVENANT 120 SECTION 10 - OPERATIONS AND MAINTENANCE MANUAL 138 RESUBMITTED SEP 0 5 2013 CITY OF FEDERAL WAY CDS Taco Time, Federal Way Technical Information Report May 10th, 2013 APPENDICES APPENDIX A - GEOTECHNICAL REPORT 153 Taco Time, Federal Way Technical Information Report May 10th, 2013 SECTION I — PROJECT OVERVIEW General f]escriptian o Proposal This report and plans are being submitted to the City of Federal Way as a part of Taco Time Restaurant commercial development permit for review and approval. The design for this project is in accordance with the requirements of the 2009 King County Surface Water Design Manual as adopted by the City of Federal Way. Taco Time Restaurant Proe_ct The entire lot area is 2.54 Ac over parcel No. 282104-9106. This parcel has been divided into two lots with Binding Site Plan Submittal Application running concurrently with Process II Application for the Western portion being developed by Taco Time Restaurant. Taco Time site will be 1.25 acre site and the Eastern portion 1.29 acre site. Future development of the Eastern lot is not known at this time. Pre -developed Conditions of the Site The natural drainage pattern is a sheet flow at approximately 10% slope in direction of Enchanted Parkway right-of-way. The existing catch basins in the frontage road convey these runoffs in Northern direction along Enchanted Way. The residence is a single house with a small detached garage. Entrance to the site is an irregular asphalt pavement drive. There some small paved areas at varies locations. The rest of the property is overgrown with grasses, blackberries, other low shrubs, and three cedar trees around the house. Clusters of mostly alder trees are located along the North and East property lines. A few fir trees are located in the middle of the South property line. There are two small upstream drainage areas sheet flowing to the existing site. The East adjacent area is about 0.26 acres and steep sloped area from the North-East Home Depot area is about 0.19 acres. Developed Conditions of the Site Taco Time project includes re -grading the site and construction of a 2,705 square foot building. The West portion of the subject site will be raised by fill and supported by retaining walls along the Eastern property line. The East portion will be mostly in cut and a retaining wall along newly created lot line will be supporting this cuts. An access private road will be built along the Northern property line and an easement will be shared by both lots. A drive through drive and parking lots will be constructed for the restaurant. Approximately 65% of the area will be impervious. The existing terrain slopes at 10% in Western direction. To grade proposed site and level it per ADA requirements was the most difficult site parameter. Page 1 of 193 Taco Time, Federal Way Technical Information Report May 10th, 2013 Storm runoff from the parking, drives, roof, and landscaping areas will flow to the proposed catch basins and will be detain in 8' diameter corrugated metal tanks. Treatment will be provided downstream of detention by two facility treatment train of ZPG and CSF StormFilter Manholes. An oil water separator will be constructed downstream of detention. Utility installation will include a stormwater conveyance system, detention and treatment facilities, oil water separator, a sanitary sewer service for both lots along the South property line in a shared sewer easement, a domestic and irrigation water services, electrical/communication lines. Page 2 of 193 Taco Time, Federal Way Technical Information Report May 10th, 2013 Figure 1. TIR Worksheet Page 3 of 193 Taco Time, Federal Way Technical Information Report May 10th, 2013 ICING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL TECHNICAL INFORMATION REPORT (TIR) WORKSHEET Part 1 PROJECT OWNER AND PROJECT ENGINEER Project Owner HA NNA CgROLIP 74i CO-MME Phone '20(a . a1 $ , 'Z'S20 Address 1100 171�fLZ VJ\ULE_-1 HLs1 Project Engineer -Jassy- V'4 LCh 1 Company AIgOsrietfo FNC,11�-1���la i Phone 'Z5' , 4-62, 9441 I Part 3 TYPE OF PERMIT APPLICATION I ❑ Landuse Services Subdivison / Short Subd. / UPD ❑ Building Services M/F / Commerical / SFR ❑ Clearing and Grading ❑ Right -of -Way Use 0 Other MO CF-5s I I , (31NblNC �►� Part2 PROJECT LOCATION AND J DESCRIPTION Project Name 7'i4G O T' I"F 1a&&&-Perrnik # 12 - t O 3" gq- 00 -ft Location Township Range 4 Section �- S Site Address 7�i �N�t47PD PL�Itf-f -FV-Q A,L LJAti wA �1 g�� Part 4 OTHER REVIEWS AND PERMITS ❑ DFW HPA ❑ COE 404 ❑ DOE Dam Safety ❑ FEMA Floodplain ❑ COE Wetlands ❑ Other ❑ Shoreline Management ❑ Structural Rockery/Vault/ ❑ ESA Section 7 Part 5 PLAN AND REPORT INFORMATION Technical Information Report Site Improvement Plan (Engr. Plans) / Targeted / Type of Drainage Review FarQqe Type (circle one): �/ Modified / (circle): Site Small Site Date (include revision Date (include revision I`� L l , ' 0 E �, dates): dates): Date of Final: Date of Final: Part6 ADJUSTMENT APPROVALS Type (circle one): Standard / Complex / Preapplication / Experimental / Blanket Description: (include conditions in TIR Section 2) Date of 2009 Surface Water Design Manual 1/9/2009 Page 4 of 193 Taco Time, Federal Way Technical Information Report May 10th, 2013 ICING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL TECHNICAL INFORMATION REPORT (TIR) WORKSHEET Part 7 MONITORING REQUIREMENTS Monitoring Required: Yes /� Start Date: Completion Date: Describe: Part8 SITE COMMUNITY AND DRAINAGE BASIN Community Plan: Special District Overlays: Drainage Basin: Stormwater Requirements: Part 9 ONSITE AND ADJACENT SENSITIVE AREAS ❑ River/Stream ❑ Lake ❑ Wetlands ❑ Closed Depression ❑ Floodplain ❑ Other Part 10 SOILS Soil Type Slopes C L/�,CVP,,L T1 L L� 10 °/, ❑ High Groundwater Table (within 5 feet) ❑ Other ❑ Additional Sheets Attached 2009 Surface Water Desib Manual ❑ Sole Source Aquifer ❑ Seeps/Springs 1/9/2009 Page 5 of 193 Taco Time, Federal Way Technical Information Report May 10th, 2013 ICING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL TECHNICAL INFORMATION REPORT (TIR) WORKSHEET Part 11 DRAINAGE DESIGN LIMITATIONS REFERENCE 1W Core 2 — Offsite Analysis ❑ Sensitive/Critical Areas ❑ SEPA ❑ Other Ll ❑ Additional Sheets Attached LIMITATION / SITE CONSTRAINT U�t7F �R�'7t3N� pipprs f>J Part 12 TIR SUMMARY SHEET(provide one TIR Summary Sheet per Threshold 01scha a Area Threshold Discharge Area: name or description) Core Requirements (all 8 apply) Discharge at Natural Location Number of Uatural Discha a Locations: 1 [xl Offsite Analysis Level: 1 2 1 3 dated: Flow Control Level: 1 1 3 or Exemption Number incl, facility summary sheet Small Site BMPs 00" ( I Conveyance System Spill containment located at: Erosion and Sediment Control ESC Site Supervisor: "['C�' Contact Phone: After Hours Phone: Maintenance and Operation Responsibility: rivate Public If Private, Maintenance Log F2e uired: Yes / No Financial Guarantees and Provided: Yes / o Liability Water Quality Type: Basic / Sens. Lake / nhanced Basic / Bog (include facility summary sheet) or Exemption No. Landscape Management Plan: Yes <52 Special Requirements _ as applicable) Area Specific Drainage Type: CDA / SDO / MDP / BP / LMP / Shared Fac. / None Requirements Name: Floodplain/Floodway Delineation Type: Major /Minor /Exemption / 100-year Base Flood Elevation (or range): Datum: Flood Protection Facilities Describe: Source Control Describe landuse: (comm./industrial landuse) Describe any structural controls: 2009 Surface Water Design Manual 3 I /9/2009 J POW)) Page 6 of 193 Taco Time, Federal Way Technical Information Report May 10th, 2013 KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL TECHNICAL INFORMATION REPORT (TIR) WORKSHEET Oil Control High -use Site: (Y No Treatment BMP: ill L. k7A�'C _ f7 Isrz.'.P�RA fZ Maintenance Agreement: Yes /® with whom? Other Drainage Structures Describe: C,,A,,rr►A CGP+ t&aS t Vf 7-7: r+j-Mjw\a lj-oP���~� Part 13 EROSION AND SEDIMENT CONTROL REQUIREMENTS MINIMUM ESC REQUIREMENTS MINIMUM ESC REQUIREMENTS DURING CONSTRUCTION Limits AFTER CONSTRUCTION Stabilize Exposed Surfaces �Clearing )ErCover Measures r Remove and Restore Temporary ESC Facilities 4 Perimeter Protection kr Clean and Remove All Silt and Debris, Ensure Traffic Area Stabilization Operation of Permanent Facilities , .�9 Sediment Retention ❑ Flag Limits of SAO and open space Surface Water Collection preservation areas ❑Other ❑ Dewatering Control Fk Dust Control Jff Flow Control Part 14 STORMWATER FACILITY DESCRIPTIONS Note: Include Facility Summary and Sketch) Flow Control Type/Description Water Quality Type/Description `Detention ❑ Infiltration ❑ Regional Facility ❑ Shared Facility ❑ Flow Control BMPs ❑ Other ❑ Biofiltration ❑ Wetpool Media Filtration Oil Control Spill Control ❑ Flow Control BMPs ❑ Other C _� C>jI„ ► UA-Mr- R Q^I_V9 2009 Surface Water Design Manual 1/9/2009 4 Page 7 of 193 Taco Time, Federal Way Technical Information Report May 10th, 2013 ICING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL TECHNICAL INFORMATION REPORT (TIR) WORKSHEET Part 15 EASEMENTS/TRACTS l Part 16 STRUCTURAL ANALYSIS Drainage Easement ❑ Cast in Place Vault ❑ Covenant A Retaining Wall ❑ Native Growth Protection Covenant ❑ Rockery > 4' High ❑ Tract ❑ Structural on Steep Slope Other A GCEICSeA�t 004 ❑Other Part 17 SIGNATURE OF PROFESSIONAL ENGINEER I, or a civil engineer under my supervision, have visited the site. Actual site conditions as observed were incorporated into this worksheet and the attached Technical Information Report. To the best of my knowledol the inform tion provided here i accurate. 2009 Surface Water Design Manual 5 1/9/2009 Page 8 of 193 Taco Time, Federal Way Technical Information Report May 10th, 2013 Figure 2. Site Location Page 9 of 193 Q - t; $ try CIO _ h Kits Cgfnt-r Rd 5 ! ! Enchanted P" S � W Zi = `a 09 W r G @ r V � F .r. -- a 'Q a c q V7 n 0 • N 67 W a � � 1 5rN-=kA H L .. Y' t• 4'�'{r~ { c rr c i z Ra5 r_OA {5 c: 61 Enchanted pkwf i 1G:f Ave 5 16,nAw 5 °' +61h No is c _ G7 S hill 3flb pd x � x ai E .G 1• s. Taco Time, Federal Way Technical Information Report May 10th, 2013 Figure 3. Drainage Basins, Subbasins, and Site Characteristics Page 11 of 193 C:; lvpely I v% 11. z u 1-0 '30 Im C, 14 J, CA ------------ f t sit 300, 22 51 I-N Mo P 7 .--,% 300 Wa y y J4 -- � — �: ����.. ram. ``k��rs`.'3��`• � ,� � � � "`� ,� �.,,J•�_•' I`I i } i � � �► •, 1 ��+ �• � � 1 t � 3 � \J/ d< Ile o. 310 "P 265 ISO w 46i C` f rnntmim I'M darki in nnwu thp Arthip I aver Taco Time, Federal Way a ol ONANTED PKWY 9 .- 0 r Tech 1 N O Q C4 C*] N 41 Report May 10th, 2013 Y 6 H D DRAlkwl� 'q� � I9a� 13 of 193 Taco Time, Federal Way Technical Information Report May 10th, 2013 Figure 4. Soils Zipper Zeman Associates prepared a geotechnical report for this site in 2006. This report is being updated and soil infiltration test will be added. The existing soils consists of medium dense, gravelly, silty sand to stiff sandy silt or fill material up to 2.5' depth. This is underlain by very dense, silty, gravelly sand, interpreted as a glacial till. No water table was encountered. Chance for infiltration is minimal. See Appendix A - Geotechnical Report Page 14 of 193 Taco Time, Federal Way Technical Information Report May 10th, 2013 SECTION 2 - CONDITIONS AND REQUIREMENTS SUMMARY Conditions and requirements for this project include all eight Core Requirements listed in 2009 King County Surface Water Design Manual (KC SWDM) and special requirements as adopted by the City of Federal Way. Core Requirement #1: Discharge at the Natural Location This site has single natural discharge location at the Western property line. Site sheet flows to the Enchanted Parkway right-of-way and then runoff is collected by catch basins and conveyed north. Drainage will be maintained at the current discharge location. Core Requirement #2: Offsite Analysis A level one downstream analysis is included in this report. Refer to Section 3, Offsite Analysis for more details. Core Requirement #3: Flow Control This site will utilize underground pipe tanks to control quantity of discharge. Since Conservation Flow Control is required and infiltration is not feasible for this site no other BMPs are to be utilized. Refer to Section 4 - Flow Control and Water Quality Facility Analysis and Design for more details and calculations. Core Requirement #4: Conveyance System The conveyance system is designed to collect and convey the 25-year peak flow. A 100- year flow was checked not to cause a severe flooding or erosion problems. See Section 5 - Conveyance System Analysis and Design. Core Requirement #5: Erosion and Sediment Control The subject site is not located in the area of erosion and landslide hazard. A Temporary Erosion and Sediment Control (TESC) plans will be prepared and submitted to limit and mitigate erosion and sediment control. A Stormwater Pollution Prevention Plan (SWPPP) shall be prepared to comply with the Washington State Department of Ecology NPDES permit requirements. See also Section 8 - CSWPPP Analysis and Design of this TIR. Core Requirement #6: Maintenance and Operations The proposed drainage improvements require an Operation and Maintenance Manual. Refer to Section 10 - Operation and Maintenance Manual. The drainage facilities will be privately maintained. Core Requirement #7: Financial Guarantees and Liability The owner and developer will post financial guaranties and liabilities, as required by the City of Federal Way. Core Requirement #8: Water Quality The subject site is located in Enhanced Basic Water Quality Treatment area. PGIS area is over the threshold of 5,000 sf, therefore, a water quality treatment using two facility Page 15 of 193 Taco Time, Federal Way Technical Information Report May 10th, 2013 treatment train of ZPG and CSF StormFilter Manholes has been provided. An oil water separator will be constructed downstream of detention. Refer to Section 4 - Flow Control and Water Quality Facility Analysis and Design for more details and calculations. Special Requirement #1: Other Adopted Area -Specific Requirements There are not known any specific requirements or regulations for this site at this time. Special Requirement #2: Flood Hazard Area Delineation The project does not lie within and is not adjacent to 100-year floodplain or floodway per King County Flood Maps for this area. Special Requirement #3: Flood Protection Facilities The project is not protected and is not modifying or constructing flood protection facilities. Special Requirement #4: Source Control Required BMPs for commercial site development (Activity Sheet A-1) will be used as necessary per King County Stormwater Pollution Prevention Manual. The following BMPs are used for Source Control: • Catch basins with sump • Eliminate Illicit Connections - All internal floor drains, appliances, sinks, and toilets have been connected to sanitary sewer + Protection Marker for Storm Drains - Inlets will have protection markers "Don't Pollute Drains to Habitat" Special Requirement #5: Oil Control Oil control applies for this site since it is high -use site. An oil water separator will be constructed downstream of detention. SEPA SEPA has not been required for this project by the City of Federal Way. Page 16 of 193 Taco Time, Federal Way Technical Information Report May 10th, 2013 SECTION 3 - OFF -SITE ANALYSIS [DEPORT The analysis consists of information and data obtained through site visit observations, site surveying, and by researching King County and the City of Federal Way resources. Task 1. Study Area Definition and Maps: For the purpose of task 2 below, the study area extends 1 mile downstream from the project discharge location, and also includes the upstream offsite tributary areas. For purpose of tasks 3, 4, and 5, the study extends '/4 mile downstream. The study extends upstream to cover offsite drainage area east of the property and small offsite drainage area north of the subject property. The study area comprise of the site, Eastern upstream offsite drainage area reaching a natural high point, North offsite drainage area covering slope from Home Depot drive, downstream area North along Enchanted Parkway South, crossing S 352nd Street, turning West and ending at the detention pond at Pacific Hwy South. See attached GIS Storm Drainage Map. Page 17 of 193 Taco Time, Federal Way Technical Information Report May 10th, 2013 Task 1. Study Area Map Page 18 of 193 Tac( KGRI Page 19 of 193 Taco Time, Federal Way Technical Information Report May 10th, 2013 Task 1. 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IML ur° Mnr ma Sri[r wM .OVUiMp upp[ u+°q[[r w6wUCpw uo APUrr•er __� > W � _ Y ~ Q IL0a- ICEUa�O 0 LLI o �Zoa z W Qw3 a _ a 0_ Z 0 LLi m �� M (+•) ZW 0 V VF REVISIONS: APPD. DATE: OCTOBER, 2012 DESIGN: DRAEN: PCT CHECKED: 9r REVISION NUMBER Sum P.]D' PROIELT NUMBER: HANA00000001 DRAWING PILE: SHEET NO. OF 1 1 Page 21 of 193 ��- ,9•xt� wTlrrrr`�-- NY! 1/4, SEC. 28. T21N, R4E, W,M NOT TO SCALE Taco Time, Federal Way Technical Information Report May 10th, 2013 Task 2. Resource review: A resource review has been conducted to gather information regarding existing and potential flooding or erosion problems. The following is a list of resources used. + King County iMap Data Maps • FEMA Flood Insurance Rate Map (FIRM) • USGS Maps • City of Federal Way records Page 22 of 193 Taco Time, Federal Way Technical Information Report May 10th, 2013 Task 2 - FEMA FIRM Map, Federal Way Sensitive Area GIS Map, Drainage Complains Map Page 23 of 193 mT 2 0 0 LL ai E H 0 0 m F- a Ana CD- a 4,4 $c m?u W � C2 AA FA�yI� Z I Sg Z02LU LU w ¢' LO a 0 e e t=/� 7Ey Or4f Ln " gg ELLJ� Q cc d Z Z Fq2 li V^ N u p U' iC ap a Lr ■ W 'Si E jc. a a CD �LLt u IlajE o N m LL p E� ae = x Qb Q6 ti M LU Z 0 ef} N �d�d�7lyy 4 >1 zA o Ug$ en �en � wu � ty col4 N = C`') �lbM plvu Q U x 1'��a5 ua LnOS 3nN3na ulu Hlsl y1naS to Z j W Q O n ~ ra m Vn fib' CFI `JIEI oy�� C) N = H S 0) M (Y) iJ r r Q Q 1�� —L_I _r , +l t: 0 CL c E ].LE: i 1� y r r'�.{ rrann a NNW f �t Taco Time, Fpderal Way l _� I1 • j� I 1 it I fi AMNd Cl:11NVf O1 :I r � L a r , 1 P r� i Zh 1 ti . a n �%.-Vechnica 'on Report ti ~ llj� M 1 1 f . !t. May 10th, 2013 310 ID N N �6 ram• �%—•_ �'r Taco Time, Federal Way Technical Information Report May 10th, 2013 Task 3. Field Inspection: Field inspection was conduction to assess potential offsite drainage impacts associated with development of the project site on October 18th. Weather was sunny, 55' F. Offsite and site areas were inspected. No visible drainage problems were observed. Offsite and onsite runoff sheet flow to the existing curb and gutter along Enchanted Parkway and then into the existing catch basin. A 24" diameter storm drain pipe conveys storm drain North, then West in 30", 42", and 48" pipes, ending at the detention pond at Pacific Hwy S. There were no visible sign of any system deficiencies. Task 4. Drainage System Description and Problem Description: Drainage system descriptions The site is a rectangular shaped property located North of S 356th Street and East of Enchanted Parkway South. The existing ground slopes in Westerly direction to the existing gutter along the frontage street. Storm water is then drained into the existing catch basins and conveyed via underground storm water drainage pipe system all the way until it drains into a regional storm pond located North of S 3561h Street and East of Pacific Hwy South. Storm drainage system starts in the property Enchanted Parkway frontage as a 24" pipe, continuing in North direction for approximately 850' to S 352nd Street, crossing the intersection and after 200' crossing the Enchanted Parkway to the Western side of the road, going back to the intersection with S 352nd as a 36" diameter pipe. Then, conveyance piping turns West, in unimproved easement for approximately 1,500' as a 42" pipe, reaching East side of Pacific Hwy S, turning South and draining into a regional detention pond as a 48" pipe. Problem Description No problems were observed during the site visits. I did not observe any lack of capacity, drainage problems, flooding or nuisance problems, overtopping, scouring, bank sloughing, or extensive sedimentation. There is no evidence of any erosion from the road overtopping. Most of the catch basins in road gutters have silt inserts installed, preventing visual inspection of sediment amounts in inlet sumps Also, searching through drainage complaints, there is no drainage complains recorded on the subject property. There is a drainage complaint, recorded on the Video Only store property, downstream of the site. Task 5. Mitigation of Existing or Potential Problems Page 27 of 193 Taco Time, Federal Way Technical Information Report May 10th, 2013 No drainage problems were determined by downstream analysis. The project site will utilize storm water quantity and quality BMPs. Detention tanks are proposed to control flow volumes to Conservation Flow Control requirements. Treatment will be designed to Enhanced Basic Quality requirements with Oil Control. This project will not aggravate any existing storm drainage upstream or downstream of the subject site, and in general, it will not adversely impact existing basin conditions. Page 28 of 193 Taco Time, Federal Way Technical Information Report May 10th, 2013 Task 3, 4, and 5 - Off -site Analysis Drainage System Map and Table Page 29 of 193 Tac 2013 Page 30 of 193 m O N E // 0 n 0 !u J r LL O E I- U f0 H N U n y � O O N o c O N G1 'O w 00 s l� Y T y d CD C;�3_ J d3�mCL kA SAN 0 iIE -0 0 �0 2 2 2 -2 e �E ��_9'� f0 '- y 2 oo;� G�.0 a 2 2 U 2 2 2 o 00o wd T'... L Q O 2 lJ 4 a.� a�15 c 2 -L a U L Of N � C C j C � N H. E o moo- 2 L yd �,CL •= 2 2 2 2 . So29 wa �=� p Z Z Z c� o o . 2 v- a M EL.i II —� _ � ex OQ � N 0 4 � i Z C •j� _ m O 7 � C j c a•�La.y �° Q N Q► 4 •� E r ? N CL _ cn tpCL 3 4" a �, 9- p, a. a a I-D ° aE y�9N 3 p J OZ�,�na v R E CD C4 y� 1A •n >% y co M O O M m rn m a Taco Time, Federal Way Technical Information Report May 10th, 2013 SECTION 4 - FLOW CONTROL AND WATER QUALITY FACILITY ANALYSIS DESIGN Flow control and water quality treatment for the project are subject to the requirements of King County 2009 Surface Water Design Manual and the City of Federal Way requirements stated in Preapplication Conference Summary File #12-103389-00-PC. Existing Site Hydrology (Part A) The site used to be a nursery. Entire area is one drainage basin, where storm water sheet flows to the natural discharge point by sheet and flow. The existing slope is around 10% from the East to West. Eastern portion of the property is also top of the hill. There is only small off -site drainage area beyond the property line. This time it is used as a construction stage for adjacent highway construction. The existing soils consists of medium dense, gravelly, silty sand to stiff sandy silt or fill material up to 2.5' depth. This is underlain by very dense, silty, gravelly sand, interpreted as a glacial till. No water table was encountered. The infiltration was not considered and is pending upon the final geotechnical soil investigation. Pre -Developed flow characteristics for KCRTS analysis (Taco Time site portion only, including off -site improvements in Enchanted Parkway ROW): Area Land Use Type Pefvl1111 Acreage On -site (Taco Time) Till -Forest Pery 1.252 Ac Off -site (ROW) Till -Forest Pery 0.143 Ac Rainfall Region: Sea-Tac Location Scale Factor: 1.0 Time Step: Hourly Data Type: Historic All characteristics were validated by site investigations including an engineering site visit. Soil type was verified by soil investigation. Page 32 of 193 Taco Time, Federal Way Technical Information Report May 10th, 2013 Part A - Existing Site Hydrology Map Page 33 of 193 fM V- 0 a d cr E `o c m U C L U N � s Q S rM 0 ci ajN W J fi,"" Taco Time, Federal Way Technical Information Report May 10th, 2013 Developed Site Hydrology (Part B) Approximately 65% of Taco Time portion of the site will be impervious. Storm runoff from the parking, drives, roof, and landscaping areas will flow to the proposed catch basins and will be detain in 8' diameter corrugated metal tanks. After the treatment facility train and oil water separator it will be conveyed to the existing catch basin in Enchanted Parkway right-of-way. Eastern portion of the site will stay undeveloped at this time. An 18" diameter pipe will be provided for the future site development. Developed Areas (Taco Time site portion only, including off -site improvements in Enchanted Parkway ROW): On -cite Areas - New Building 0.062 Ac Asphalt Drives and Parking 0.671 Ac Misc. Concrete Pavement 0.078 Ac Total Impervious 0.811 Ac or 65% Total Pervious 0.441 Ac or 35% TOTAL ON -SITE 1.252 Ac Off -site Areas: Total Impervious 0.070 Ac or 49% Total Pervious 0.073 Ac or 51 % TOTAL OFF -SITE 0.143 Ac On -site and Off -site: Total Impervious 0.881 Ac or 63% Total Pervious Till Grass 0.514 Ac or 37% ENTIRE SITE 1.395 Ac These data were used as an input into KCRTS program. Page 35 of 193 Taco Time, Federal Way Technical Information Report May 10th, 2013 Part B - Developed Site Hydrology Map Page 36 of 193 M O f" r- i A*A SM iti ; 1 NO Taco Time, Federal Way Technical Information Report May 10th, 2013 Performance Standards (Part C) The subject property is located within the City of Federal Way limits. The City adopted KC SWDM 2009 performance requirements. The performance standards are listed as follows. Flow Control System Conservation Flow Control applied the historic Level 2 flow control standards. Infiltration is not feasible for this site per preliminary geotechnical engineering report. This will be finalized upon the receiving final infiltration rates. The City requires detention facilities to be above ground. This requirement is not feasible for this commercial site due to site configuration, land use, and amount of impervious area. Variance request has been made to deviate from this requirement. Section 1.2.3.3 of 2009 King County SWDM require to use flow control BMPs to maximize infiltration and retention of stormwater onsite. The goal is to apply flow control BMPs to the maximum extent practicable level. The minimum levels are specified in Section 5.2 which are considered to be a maximum extent practicable level. This project would be in category of Large Lot High Impervious BMP Requirements per Section 5.2.1. 1. Full dispersion is not feasible for this site since there is not enough of the native vegetated surface. 2. Since full dispersion is not feasible, the following BMPs must be considered: • Full Infiltration ■ Limited Infiltration * Basic Dispersion • Rain Garden • Permeable Pavement ■ Rainwater Harvesting * Vegetated Roof • Reduced Impervious Surface Credit • Native Growth Retention Credit Full and limited infiltration, basic dispersion, rain gardens, permeable pavement, reduced impervious surface credit, and native growth retention is not possible for this site due to low permeability of the native soils and site configuration. See attached letter from geotechnical engineer about pervious pavement not being feasible for this site. Rainwater harvesting and vegetated roofs were considered but they would be very impractical for this land use type. These two options require lots of attention and maintenance. Fast food restaurant do not have a site management capacity to provide necessary maintenance. 3. Perforated pipe connections of roof downspouts to the drainage system will be provided as the only flow control BMP practicable. Page 38 of 193 Taco Time, Federal Way Technical Information Report May 10th, 2013 Water Quality System Enhanced Basic Water Quality menu applies for this site. Special Requirement #8 — Oil Control was also applied. Both water quality BMPs were provided downstream of detention. Flow Control System (Part D) Conservation Flow Control King County Runoff Time Series Hydrologic Simulation Model computer program was used to size detention storage requirements and flow controls. Since the site is in Conservation FC Area the historic site conditions Level 2 flow control standards were applied, which match historic flow durations for 50% of 2-year peak flow up to the full 50-year peak flow and to match the 2-and 10-yaer peak rates to the pre -developed levels. Historic data types and hourly time step options were used in calculations. Storm water detention tank has been designed using four 87.5' average long 8'diameter pipes with 43.5' header 8' diameter pipe with a control structure with two orifices and top overflow. Small portion of the site and off -site improvements bypass detention facilities. This was mitigated by the oversizing detention facilities and including these areas in detention sizing. Page 39 of 193 Taco Time, Federal Way Technical Information Report May 10th, 2013 Part D - Detention Tanks Design Calculations Page 40 of 193 Taco Time, Federal Way Technical Information Report May 10th, 2013 PREDEV.pks Flow Frequency Analysis LogPearson III coefficients Time series File:predev.tsf Mean= -1.472 StdDev= 0.233 Project Location:Sea-Tac skew= -0.136 ---Annual Peak Flow Rates--- -----Flow Frequency Analysis------- FlowRate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFs) Period 0.041 16 2/16/49 22:00 0.094 1 89.50 0.989 0.081 5 3/03/50 16:00 0.089 2 32.13 0.969 0.089 2 2/09/51 18:00 0.084 3 19.58 0.949 0.028 32 1/30/52 9:00 0.082 4 14.08 0.929 0.021 42 1/18/53 20:00 0.081 5 10.99 0.909 0.031 28 1/06/54 5:00 0.068 6 9.01 0.889 0.055 10 2/07/55 21:00 0.066 7 7.64 0.869 0.047 13 12/20/55 17:00 0.059 8 6.63 0.849 0.036 21 12/09/56 15:00 0.055 9 5.86 0.829 0.039 20 1/16/58 20:00 0.055 10 5.24 0.809 0.032 25 1/24/59 2:00 0.054 11 4.75 0.789 0.059 8 11/20/59 21:00 0.048 12 4.34 0.769 0.032 22 2/24/61 15:00 0.047 13 3.99 0.749 0.019 44 1/03/62 2:00 0.046 14 3.70 0.729 0.026 36 11/25/62 14:00 0.043 15 3.44 0.709 0.032 24 1/01/64 18:00 0.041 16 3.22 0.690 0.022 39 11/30/64 12:00 0.041 17 3.03 0.670 0.025 38 1/06/66 3:00 0.041 18 2.85 0.650 0.054 11 1/19/67 14:00 0.040 19 2.70 0.630 0.032 23 2/03/68 23:00 0.039 20 2.56 0.610 0.032 26 12/03/68 18:00 0.036 21 2.44 0.590 0.027 34 1/13/70 23:00 0.032 22 2.32 0.570 0.022 41 12/06/70 8:00 0.032 23 2.22 0.550 0.066 7 2/28/72 3:00 0.032 24 2.13 0.530 0.029 30 1/13/73 5:00 0.032 25 2.04 0.510 0.032 27 1/15/74 2:00 0.032 26 1.96 0.490 0.048 12 12/26/74 23:00 0.032 27 1.89 0.470 0.029 29 12/03/75 17:00 0.031 28 1.82 0.450 0.003 50 3/24/77 19:00 0.029 29 1.75 0.430 0.026 37 12/10/77 17:00 0.029 30 1.70 0.410 0.015 46 2/12/79 7:00 0.028 31 1.64 0.390 0.041 18 12/15/79 8:00 0.028 32 1.59 0.370 0.022 40 12/26/80 4:00 0.028 33 1.54 0.350 0.041 17 10/06/81 15:00 0.027 34 1.49 0.330 0.040 19 1/05/83 8:00 0.026 35 1.45 0.310 0.026 35 1/24/84 11:00 0.026 36 1.41 0.291 0.013 48 2/11/85 5:00 0.026 37 1.37 0.271 0.068 6 1/18/86 21:00 0.025 38 1.33 0.251 0.055 9 11/24/86 4:00 0.022 39 1.30 0.231 0.021 43 1/14/88 12:00 0.022 40 1.27 0.211 0.013 47 4/05/89 16:00 0.022 41 1.24 0.191 0.094 1 1/09/90 9:00 0.021 42 1.21 0.171 0.082 4 4/05/91 2:00 0.021 43 1.18 0.151 0.028 33 1/27/92 17:00 0.019 44 1.15 0.131 0.028 31 3/23/93 1:00 0.016 45 1.12 0.111 0.008 49 3/03/94 4:00 0.015 46 1.10 0.091 0.043 15 2/19/95 20:00 0.013 47 1.08 0.071 0.084 3 2/09/96 1:00 0.013 48 1.05 0.051 0.046 14 1/02/97 9:00 0.008 49 1.03 0.031 0.016 45 1/07/98 9:00 0.003 50 1.01 0.011 Computed Peaks 0.111 100.00 0.990 computed Peaks 0.098 50.00 0.980 computed Peaks 0.084 2S.00 0.960 computed Peaks 0.067 10.00 0.900 Computed Peaks 0.063 8.00 0.875 Computed Peaks 0.053 5.00 0.800 Computed Peaks 0.034 2.00 0.500 computed Peaks 0.023 1.30 0.231 Page 1 Page 41 of 193 Taco Time, Federal Way Technical Information Report May 10th, 2013 Flow Frequency Analysi Time series File.dev.tsf Project Location:Sea-Tat ---Annual Peak Flow Rates --- Flow Rate Rank Time of Peak (CFS) 0.263 21 2/16/49 21:00 0.437 2 3/03/50 16:00 0.269 20 2/09/51 2:00 0.211 40 10/15/51 13:00 0.202 44 3/24/53 15:00 0.245 27 12/19/53 19:00 0.253 23 11/25/54 2:00 0.247 25 11/18/55 15:00 0.293 15 12/09/56 14:00 0.258 22 12/25/57 16:00 0.192 47 11/18/58 13:00 0.248 24 11/20/59 5:00 0.220 36 2/14/61 21:00 0.218 38 11/22/61 2:00 0.220 37 12/15/62 2:00 0.246 26 12/31/63 23:00 0.221 35 12/21/64 4:00 0.222 34 1/05/66 16:00 0.337 7 11/13/66 19:00 0.366 5 8/24/68 16:00 0.203 43 12/03/68 16:00 0.224 33 1/13/70 22:00 0.213 39 12/06/70 8:00 0.331 8 2/27/72 7:00 0.197 46 1/13/73 2:00 0.237 28 11/28/73 9:00 0.313 10 12/26/74 23:00 0.202 45 12/02/75 20:00 0.236 30 8/26/77 2:00 0.324 9 9/17/78 2:00 0.285 17 9/08/79 15:00 0.287 16 12/14/79 21:00 0.302 11 11/21/80 11:00 0.420 4 10/06/81 0:00 0.299 14 10/28/82 16:00 0.237 29 1/03/84 1:00 0.204 42 6/06/85 22:00 0.285 18 1/18/86 16:00 0.365 6 10/26/86 0:00 0.163 49 11/11/87 0:00 0.211 41 8/21/89 17:00 0.464 1 1/09/90 6:00 0.424 3 11/24/90 8:00 0.232 31 1/27/92 15:00 0.152 50 11/01/92 16:00 0.176 48 11/30/93 22:00 0.231 32 11/30/94 4:00 0.300 13 2/08/96 10:00 0.278 19 1/02/97 6:00 0.302 12 10/04/97 15:00 computed Peaks computed Peaks computed Peaks Computed Peaks Computed Peaks Computed Peaks Computed Peaks Computed Peaks DEV -pks LogPearson III coefficients mean= -0.590 StdDev= 0.109 skew= 0.437 -----Flow Frequency Analysis------- - - Peaks - - Rank Return Prob (CFS) Period 0.464 1 89.50 0.989 0.437 2 32.13 0.969 0.424 3 19.58 0.949 0.420 4 14.08 0.929 0.366 5 10.99 0.909 0.365 6 9.01 0.889 0.337 7 7.64 0.869 0.331 8 6.63 0.849 0.324 9 5.86 0.829 0.313 10 5.24 0.809 0.302 11 4.75 0.789 0.302 12 4.34 0.769 0.300 13 3.99 0.749 0.299 14 3.70 0.729 0.293 15 3.44 0.709 0.287 16 3.22 0.690 0.285 17 3.03 0.670 0.285 18 2.85 0.650 0.278 19 2.70 0.630 0.269 20 2.56 0.610 0.263 21 2.44 0.590 0.258 22 2.32 0.570 0.253 23 2.22 0.550 0.248 24 2.13 0.530 0.247 25 2.04 0.510 0.246 26 1.96 0.490 0.245 27 1.89 0.470 0.237 28 1.82 0.450 0.237 29 1.75 0.430 0.236 30 1.70 0.410 0.232 31 1.64 0.390 0.231 32 1.59 0.370 0.224 33 1.54 0.350 0.222 34 1.49 0.330 0.221 35 1.45 0.310 0.220 36 1.41 0.291 0.220 37 1.37 0.271 0.218 38 1.33 0.251 0.213 39 1.30 0.231 0.211 40 1.27 0.211 0.211 41 1.24 0.191 0.204 42 1.21 0.171 0.203 43 1.18 0.151 0.202 44 1.15 0.131 0.202 45 1.12 0.111 0.197 46 1.10 0.091 0.192 47 1.08 0.071 0.176 48 1.05 0.051 0.163 49 1.03 0.031 0.152 50 1.01 0.011 0.498 100.00 0.990 0.455 50.00 0.980 0.413 25.00 0.960 0.358 10.00 0.900 0.347 8.00 0.875 0.315 5.00 0.800 0.252 2.00 0.500 0.212 1.30 0.231 Page 1 Page 42 of 193 Taco Time, Federal Way Technical Information Report May 10th, 2013 Retention/Detention Facility Type of Facility: Detention Tank Tank Diameter: 8.00 ft Tank Length: 393.20 ft Effective Storage Depth: 7.50 ft Stage 0 Elevation: 100.00 ft Storage Volume: 19250. cu. ft Riser Head: 7.60 ft Riser Diameter: 12.00 inches Number of orifices: 2 2 1A+34S RO` = \gpl l t� 1 e- l*fri 0 54- 41- Full Head Pipe Orifice # Height Diameter Discharge Diameter (ft) (in) (CFS) (in) 1 0.00 0.54 0.021 2 5.50 1.32 0.068 4.0 Top Notch Weir: None Outflow Rating Curve: None Stage Elevation Storage Discharge Percolation (ft) (ft) (cu. ft) (ac-ft) (cfs) (cfs) 0.00 100.00 0. 0.000 0.000 0.00 0.01 100.01 0. 0.000 0.001 0.00 0.02 100.02 0. 0.000 0.001 0.00 0.03 100.03 0. 0.000 0.001 0.00 0.04 100.04 0. 0.000 0.002 0.00 0.10 100.10 0. 0.000 0.002 0.00 0.23 100.23 209. 0.005 0.004 0.00 0.36 100.36 440. 0.010 0.005 0.00 0.49 100.49 688. 0.016 0.005 0.00 0.62 100.62 953. 0.022 0.006 0.00 0.74 100.74 1211. 0.028 0.007 0.00 0.87 100.87 1504. 0.035 0.007 0.00 1.00 101.00 1809. 0.042 0.008 0.00 1.13 101.13 2125. 0.049 0.008 0.00 1.26 101.26 2452. 0.056 0.009 0.00 1.39 101.39 2788. 0.064 0.009 0.00 1.52 101.52 3133. 0.072 0.010 0.00 1.65 101.65 3486. 0.080 0.010 0.00 1.77 101.77 3819. 0.088 0.010 0.00 1.90 101.90 4186. 0.096 0.011 0.00 2.03 102.03 4559. 0.105 0.011 0.00 2.16 102.16 4938. 0.113 0.011 0.00 2.29 102.29 5322. 0.122 0.012 0.00 2.42 102.42 5711. 0.131 0.012 0.00 2.55 102.55 6103. 0.140 0.012 0.00 2.68 102.68 6500. 0.149 0.013 0.00 2.81 102.81 6899. 0.158 0.013 0.00 2.93 102.93 7270. 0.167 0.013 0.00 3.06 103.06 7674. 0.176 0.014 0.00 3.19 103.19 8080. 0.186 0.014 0.00 Page 43 of 193 Taco Time, Federal Way Technical Information Report May 10th, 2013 3.32 103.32 8488. 0.195 0.014 0.00 3.45 103.45 8896. 0.204 0.014 0.00 3.58 103.58 9305. 0.214 0.015 0.00 3.71 103.71 9714. 0.223 0.015 0.00 3.84 103.84 10122. 0.232 0.015 0.00 3.96 103.96 10499. 0.241 0.016 0.00 4.09 104.09 10905. 0.250 0.016 0.00 4.22 104.22 11310. 0.260 0.016 0.00 4.35 104.35 11713. 0.269 0.016 0.00 4.48 104.48 12114. 0.278 0.016 0.00 4.61 104.61 12511. 0.287 0.017 0.00 4.74 104.74 12905. 0.296 0.017 0.00 4.87 104.87 13295. 0.305 0.017 0.00 4.99 104.99 13651. 0.313 0.017 0.00 5.12 105.12 14031. 0.322 0.018 0.00 5.25 105.25 14407. 0.331 0.018 0.00 5.38 105.38 14776. 0.339 0.018 0.00 5.50 105.50 15111. 0.347 0.018 0.00 5.51 105.51 15139. 0.348 0.019 0.00 5.53 105.53 15194. 0.349 0.020 0.00 5.54 105.54 15222. 0.349 0.022 0.00 5.56 105.56 15277. 0.351 0.024 0.00 5.57 105.57 15304. 0.351 0.027 0.00 5.58 105.58 15332. 0.352 0.031 0.00 5.60 105.60 15386. 0.353 0.033 0.00 5.61 105.61 15413. 0.354 0.034 0.00 5.74 105.74 15763. 0.362 0.042 0.00 5.87 105.87 16104. 0.370 0.048 0.00 6.00 106.00 16436. 0.377 0.052 0.00 6.13 106.13 16758. 0.385 0.057 0.00 6.25 106.25 17046. 0.391 0.061 0.00 6.38 106.38 17346. 0.398 0.064 0.00 6.51 106.51 17633. 0.405 0.067 0.00 6.64 106.64 17907. 0.411 0.071 0.00 6.77 106.77 18164. 0.417 0.074 0.00 6.90 106.90 18405. 0.423 0.076 0.00 7.03 107.03 18626. 0.428 0.079 0.00 7.16 107.16 18824. 0.432 0.082 0.00 7.28 107.28 18985. 0.436 0.084 0.00 7.41 107.41 19128. 0.439 0.087 0.00 7.54 107.54 19228. 0.441 0.089 0.00 7.60 107.60 19250. 0.442 0.090 0.00 7.70 107.70 19250. 0.442 0.400 0.00 7.80 107.80 19250. 0.442 0.965 0.00 7.90 107.90 19250. 0.442 1.700 0.00 8.00 108.00 19250. 0.442 2.490 0.00 8.10 108.10 19250. 0.442 2.770 0.00 8.20 108.20 19250. 0.442 3.030 0.00 8.30 108.30 19250. 0.442 3.270 0.00 8.40 108.40 19250. 0.442 3.490 0.00 8.50 108.50 19250. 0.442 3.690 0.00 8.60 108.60 19250. 0.442 3.890 0.00 8.70 108.70 19250. 0.442 4.070 0.00 8.80 108.80 19250. 0.442 4.250 0.00 Page 44 of 193 Taco Time, Federal Way Technical Information Report May 10th, 2013 8.90 108.90 19250. 0.442 4.420 0.00 9.00 109.00 19250. 0.442 4.590 0.00 9.10 109.10 19250. 0.442 4.750 0.00 9.20 109.20 19250. 0.442 4.900 0.00 9.30 109.30 19250. 0.442 5.050 0.00 9.40 109.40 19250. 0.442 5.190 0.00 9.50 109.50 19250. 0.442 5.330 0.00 Hyd Inflow Outflow Peak Storage Target Calc Stage Elev (Cu-Ft) (Ac-Ft) 1 0.27 ******* 0.10 7.60 107.60 19250. 0.442 2 0.30 0.08 0.08 7.07 107.07 18681. 0.429 3 0.33 ******* 0.08 6.95 106.95 18494. 0.425 4 0.42 ******* 0.07 6.64 106.64 17912. 0.411 5 0.46 ******* 0.06 6.29 106.29 17132. 0.393 6 0.37 ******* 0.05 5.83 105.83 16003. 0.367 7 0.24 ******* 0.02 4.51 104.51 12210. 0.280 8 0.16 ******* 0.01 3.66 103.66 9553. 0.219 -------------------------------------- Route Time Series through Facility Inflow Time Series File:dev.tsf Outflow Time Series File:rdout Inflow/Outflow Analysis Peak Inflow Discharge: 0.464 CFS at 6:00 on Jan 9 in 1990 Peak Outflow Discharge: 0.101 CFS at 20:00 on Feb 9 in 1951 Peak Reservoir Stage: 7.60 Ft Peak Reservoir Elev: 107.60 Ft Peak Reservoir Storage: 19250. Cu-Ft 0.442 Ac-Ft Flow Duration Cutoff Count CFS 0.001 217428 0.004 37371 0.007 68406 0.010 41526 0.013 43577 0.016 20641 0.018 8264 0.021 144 0.024 71 0.027 32 0.030 24 0.032 33 0.035 5 0.038 6 0.041 4 0.044 3 0.047 3 0.049 28 from Time Series File:rdout.tsf 6 0 1 8 2 Frequency CDF Exceedence_Probability o s o 0 49.641 49.641 50.359 0.504E+00 8.532 58.173 41.827 0.418E+00 15.618 73.791 26.209 0.262E+00 9.481 83.272 16.728 0.167E+00 9.949 93.221 6.779 0.678E-01 4.713 97.934 2.066 0.207E-01 1.887 99.820 0.180 0.180E-02 0.033 99.853 0.147 0.147E-02 0.016 99.869 0.131 0.131E-02 0.007 99.877 0.123 0.123E-02 0.005 99.882 0.118 0.118E-02 0.008 99.890 0.110 0.110E-02 0.013 99.903 0.097 0.975E-03 0.014 99.916 0.084 0.838E-03 0.009 99.926 0.074 0.744E-03 0.009 99.934 0.066 0.658E-03 0.007 99.942 0.058 0.584E-03 0.006 99.948 0.052 0.521E-03 Page 45 of 193 Taco Time, Federal Way Technical Information Report May 10th, 2013 0.052 31 0.007 99.955 0.045 0.450E-03 0.055 23 0.005 99.960 0.040 0.397E-03 0.058 23 0.005 99.966 0.034 0.345E-03 0.061 33 0.008 99.973 0.027 0.269E-03 0.063 34 0.008 99.981 0.019 0.192E-03 0.066 22 0.005 99.986 0.014 0.142E-03 0.069 13 0.003 99.989 0.011 0.112E-03 0.072 17 0.004 99..993 0.007 0.731E-04 0.075 10 0.002 99.995 0.005 0.502E-04 0.078 10 0.002 99.997 0.003 0.274E-04 0.080 5 0.001 99.998 0.002 0.160E-04 0.083 2 0.000 99.999 0.001 0.114E-04 0.086 2 0.000 99.999 0.001 0.685E-05 0.089 1 0.000 100.000 0.000 0.457E-05 0.092 1 0.000 100.000 0.000 0.228E-05 0.095 0 0.000 100.000 0.000 0.228E-05 0.097 0 0.000 100.000 0.000 0.228E-05 0.100 0 0.000 100.000 0.000 0.228E-05 Page 46 of 193 Taco Time, Federal Way Technical Information Report May 10th, 2013 Duration Comparison Anaylsis Base File: predev.tsf New File: rdout.tsf cutoff units: Discharge in CFs cutoff 0.017 0.023 0.029 0.035 0.041 0.047 0.052 0.058 0.064 0.070 0.076 0.082 0.088 0.094 -----Fraction of Base New 0.10E-01 0.99E- 0.51E-02 0.14E- 0.29E-02 0.12E- 0.17E-02 0.10E- 0.11E-02 0.76E- 0.66E-03 0.58E- 0.45E-03 0.45E- 0.30E-03 0.32E- 0.21E-03 0.18E- 0.11E-03 0.98E- 0.59E-04 0.43E- 0.32E-04 0.14E- 0.68E-05 0.46E- 0.23E-05 0.23E- COMPARE.prn Time----- %change 02 -3.1 02 -72.8 02 -59.3 02 -41.2 03 -30.0 03 -11.7 03 0.5 03 5.3 03 -14.0 04 -14.0 04 -26.9 04 -57.1 05 -33.3 05 0.0 ---------check of Probability Base ! 0.10E-01 0.01 I 0.51E-02 0.023 0.29E-02 0.02 0.17E-02 0.035 0.11E-02 0.04 I 0.66E-03 0.04 0.45E-03 0.052 I 0.30E-03 0.05 ! 0.21E-03 0.06 0.11E-03 0.07 1 0.59E-04 0.07 1 0.32E-04 0.082 I 0.68E-05 0.08 ! 0.23E-05 0.09 Maximum positive excursion = 0.011 cfs ( 12.1%) occurring at 0.090 cfs on the Base Data:predev.tsf and at 0.101 cfs on the New Data:rdout.tsf Maximum negative excursion = 0.016 cfs (-46.7%) occurring at 0.034 cfs on the Base Data:predev.tsf and at 0.018 cfs on the New Data:rdout.tsf Tolerance------- New %change 7 0.017 -1.5 0.018 -22.6 9 0.018 -37.0 0.019 -45.2 1 0.033 -19.3 7 0.044 -6.1 0.053 1.1 8 0.059 1.6 4 0.063 -2.3 0 0.069 -1.8 6 0.073 -4.2 0.077 -6.1 8 0.088 -0.2 4 0.101 7.5 Page 1 Page 47 of 193 Taco Time, Federal Way Technical Information Report May 10th, 2013 Water Quality System (Part E) Enhanced Basic Water Quality Menu The Enhanced Basic Treatment WQ menu is designed to achieve 50 percent total zinc removal. The full 2-year release rate from the detention facility has been used for water quality design flow since it is located downstream of detention. Paired facilities for enhanced treatment train have been selected using StormFilter with ZPG and StormFilter with CSF. Since this site is considered a high -use, an oil control applies. A coalescing oil water separator has been designed. Water quality design flow (2-year full release from detention) is 0.020 cfs or 8.98 gpm. A Manhole StormFilter with 5 low drop (1.8' hydraulic drop) filter cartridges with ZPG media has been designed for basic treatment and StormFilter Manhole with 3 low drop filters with CSF media for enhanced treatment is used. For oil water treatment Contech VortClarex or Utility Vault 253-CPS coalescing oil water separator is design with projected plate area of 111 sf and design flow rate 27 gpm. No bypass is required since maximum flow capacity is 144 gpm matching 100-year release flow from detention. Page 48 of 193 Taco Time, Federal Way Technical Information Report May 10th, 2013 Part E - Water Quality Treatment Design Calculations Page 49 of 193 Taco Time, Federal Way Technical Information Report May 10th, 2013 Flow Frequency Analysis Time Series File:rdout.tsf Project Location:Sea-Tac ---Annual Peak Flow Rates --- Flow Rate Rank Time of Peak (CFS) 0.015 38 2/22/49 22:00 0.018 18 1/22/50 8:00 0.101 1 2/09/51 20:00 0.014 44 2/04/52 8:00 0.027 14 2/03/53 21:00 0.016 33 1/07/54 21:00 0.015 39 11/19/54 20:00 0.064 7 1/06/56 10:00 0.016 34 3/10/57 4:00 0.017 25 1/17/58 11:00 0.015 36 1/27/59 1:00 0.059 9 11/21/59 6:00 0.018 16 11/24/60 19:00 0.014 45 12/24/61 6:00 0.017 24 11/30/62 20:00 0.018 17 11/19/63 19:00 0.038 12 12/01/64 8:00 0.016 27 1/07/66 4:00 0.018 19 12/16/66 10:00 0.016 32 1/20/68 21:00 0.016 31 12/11/68 10:00 0.017 21 1/27/70 5:00 0.016 30 12/07/70 13:00 0.077 3 3/06/72 21:00 0.041 11 12/27/72 18:00 0.016 26 1/18/74 20:00 0.015 37 1/14/75 0:00 0.016 35 12/04/75 6:00 0.012 48 8/26/77 8:00 0.017 22 12/15/77 21:00 0.012 49 2/13/79 1:00 0.072 5 12/17/79 20:00 0.016 28 12/30/80 23:00 0.037 13 10/08/81 20:00 0.016 29 1/08/83 6:00 0.014 46 11/24/83 9:00 0.014 42 11/04/84 8:00 0.017 23 1/19/86 17:00 0.046 10 11/24/86 9:00 0.015 40 12/10/87 8:00 0.014 43 11/05/88 22:00 0.062 8 1/09/90 16:00 0.071 6 11/24/90 16:00 0.017 20 2/01/92 0:00 0.013 47 1/26/93 5:00 0.012 50 2/17/94 23:00 0.018 15 12/27/94 22:00 0.080 2 2/09/96 4:00 0.073 4 1/02/97 12:00 0.014 41 1/25/98 0:00 Computed Peaks computed Peaks computed Peaks. Computed Peaks Computed Peaks Computed Peaks Computed Peaks Computed Peaks RDOUT.pks LogPearson III Mean= -1.652 Skew= ----- F10W - - Peaks (CFS) 0.101 0.080 0.077 0.073 0.072 0.071 0.064 0.062 0.059 0.046 0.041 0.038 0.037 0.027 0.018 0.018 0.018 0.018 0.018 0.017 0.017 0.017 0.017 0.017 0.017 0.016 0.016 0.016 0.016 0.016 0.016 0.016 0.016 0.016 0.016 0.015 0.015 0.015 0.015 0.015 0.014 0.014 0.014 0.014 0.014 0.014 0.013 0.012 0.012 0.012 0.161 0.116 0.083 0.052 0.047 0.035 0.020 0.014 Page 1 Coefficients StdDev= 0.273 1.197 Frequency Analysis------- - - 3.07 3.02 2.85 2.61 2.55 2.41 7.62 7.61 7.20 5.99 5.85 5.63 5.52 3.02 Rank Return Prob (ft) Period 7.60 1 89.50 0.989 7.07 2 32.13 0.969 6.95 3 19.58 0.949 6.73 4 14.08 0.929 6.68 5 10.99 0.909 6.64 6 9.01 0.889 6.36 7 7.64 0.869 6.29 8 6.63 0.849 6.18 9 5.86 0.829 5.83 10 5.24 0.809 5.72 11 4.75 0.789 5.67 12 4.34 0.769 5.66 13 3.99 0.749 5.57 14 3.70 0.729 5.50 15 3.44 0.709 5.42 16 3.22 0.690 5.41 17 3.03 0.670 5.27 18 2.85 0.650 5.25 19 2.70 0.630 5.02 20 2.56 0.610 5.00 21 2.44 0.590 4.89 22 2.32 0.570 4.80 23 2.22 0.550 4.72 24 2.13 0.530 4.56 25 2.04 0.510 4.51 26 1.96 0.490 4.47 27 1.89 0.470 4.43 28 1.82 0.450 4.43 29 1.75 0.430 4.30 30 1.70 0.410 4.25 31 1.64 0.390 4.20 32 1.59 0.370 4.05 33 1.54 0.350 4.03 34 1.49 0.330 4.03 35 1.45 0.310 3.88 36 1.41 0.291 3.72 37 1.37 0.271 3.69 38 1.33 0.251 3.69 39 1.30 0.231 3.66 40 1.27 0.211 3.35 41 1.24 0.191 3.24 42 1.21 0.171 3.10 43 1.18 0.151 3.08 44 1.15 0.131 45 1.12 0.111 46 1.10 0.091 47 1.08 0.071 48 1.05 0.051 49 1.03 0.031 50 1.01 0.011 100.00 0.990 50.00 0.980 25.00 0.960 10.00 0.900 8.00 0.875 5.00 0.800 2.00 0.500 1.30 0.231 � w Q �otJ r•.�5� M"1 193 Taco Time, Federal Way Technical Information Report Determining Number of vw-vo-NTECH" Cartridges for Systems ENGINEERED SOLUTIONS Downstream of Detention CONTECH Stormwater Solutions Inc. Engineer: MAZ Date 2/14/2013 Site Information Project Name Project State Project Location Drainage Area, Ad Impervious Area, Ai Pervious Area, Ap % Impervious Runoff Coefficient, Rc Upstream Detention System Peak release rate from detention, Qrelease peak Treatment release rate from detention, Qrelease treat Detention pretreatment credit (from removal efficiency calcs) Mass loading calculations Mean Annual Rainfall, P Agency required % removal Percent Runoff Capture Mean Annual Runoff,Vt Event Mean Concentration of Pollutant, EMC Annual Mass Load, Mtotal Filter System Filtration brand Cartridge height Specific Flow Rate Number of cartridges - mass loading Mass removed by pretreatment system, Mpre Mass load to filters after pretreatment, Mpasst Estimate the required filter efficiency, Efiter Mass to be captured by filters, Kilter Allowable Cartridge Flow rate, Qcart Mass load per cartridge, Mcart (Ibs) Number of Cartridges required, Nmass Treatment Capacity Determine Critical Sizing Value Number of Cartridges using Qrelease treat, Nfow Method to Use: SUMMARY Taco Time Washington Federal Way 1.25 ac 0.81 ac 0.44 65% 0.63 0.16 cfs 0.02 cfs 50% 39 in 80% 90% 100,975 ft' 60 mg/I 377.99 Ibs StormFilter 12 in 1.0 gpm/ft2 189.00 Ibs 189.00 lbs 0.60 113.40 Ibs 5.00 24.00 Ibs 5 0.06 cfs E MASS -LOADING Treatment Flow Rate, cfs 0.06 Cartridge Flow Rate, gpm 5.0 Number of Cartridges 5 May 10th, 2013 1 of 1 Page 51 of 193 Taco Time, Federal Way Technical Information Report May 10th, 2013 SECTION 5 - CONVEYANCE SYSTEM ANALYSIS AND DESIGN Only outflow pipe from the detention system, pipe for the future East portion of the property, and pipe connecting to the existing catch basin have been sized. On -site conveyance system was sized using Rational Method as described in KCWSDM Section 3.2.1. Storm and Sanitary Analysis Extension software of Autodesk Civil 3d software will be used for design calculations. Pipe system has been designed using backwater analysis to convey the 25-year peak flows and checked if 100-year peak flow would not cause severe flooding or erosion problems. All new pipes have been sized to have a minimum slope of 0.5%. Flow velocities are greater than the minimum full flow velocity per SWDM of 3.0 FPS. Pipes shall be HDPE Lined Corrugated Polyethylene Pipe (LOPE). Page 52 of 193 Taco Time, Federal Way Technical Information Report May 10th, 2013 Section 5 - Conveyance System Calculations Page 53 of 193 Taco Time, Federal Way Technical Information Report May 10th, 2013 Autodesk Storm and Sanitary Analysis Page 54 of 193 Taco Time, Federal Way Technical Information Report Federal Way Taco Time Project Options FlowUnits............................................................................. CFS Elevation Type .. .......... .._:......... ::....,..»......_...:.:....... .......... Etavaiion Hydrology Malhod .....................:..:_... :. ...... ........................ Rational Time of Concentration (TOG) Method .................................. User -Defined Link Routing Method............................................................. Klnemaiic Wave Enable Overflow Ponding at Nodes ...................................... YES Skip Steady State Analysis Time Periods ............................ NO Number of Elements my RainGages........................................................................... 0 Subbasins.....................».......:._.......................................... 13 Nodes.. ................... ... .............................. ___ ................. 21 Juncdons...................................................................... 19 Outfalls......................................................................... 2 Flow Diversions........................................................... 0 Inlets............................................................................ 0 StorageNodes............................................................. 0 Links...................................................................................... 19 Channels...................................................................... 0 Pipes ... .......... » .. .... ....... 19 Pumps.......................................................................... 0 Orilkes......................................................................... 0 Weirs............................................................................ 0 Outlets.......................... _.............................................. 0 Pollutants.............................................................................. 0 LandUses............................................................................ 0 Rainfall Details Return Period........................................................................ 25 year(s) May 10th, 2013 25 year stone Page 1 of 21 Page 55 of 193 Taco Time, Federal Way Technical Information Report May 10th, 2013 Federal Way Taco Time 25 year stone Subbasin Summary SN Subbasm Area Weighted Total Total Total Peak Time of ID Runoff Rainfall Runoff Runoff Runoff Concentration Coefficient Volume (ac) (in) (in) (ac4n) (cfs) (days hh:mm:ss) 1 DA10 0.02 0.5400 0.29 0.16 0.00 0.03 0 00:06:18 2 DA11 0.14 0.6700 0.29 0.19 0.03 0.26 0 00:06:18 3 DA12 0.13 0.8600 0.29 0.25 0.03 0.30 0 00:06:18 4 DA13 0.01 0.9000 0.29 0.26 0.00 0.03 0 00:06:18 5 DA14 0.02 0.3400 0.29 0.10 0.00 0.02 0 00:06:18 6 DA15 0.27 0.5800 0.29 0.17 0.05 0.43 0 00:06:18 7 DA16 1.51 0.6600 029 0.19 0.29 2.73 0 00:06:18 8 DA4 0.03 0.9000 0.29 0.26 0.01 0.07 0 00:06:18 9 DA5 0.03 0.6900 0.29 0.20 0.01 0.06 0 00:06:18 10 DA6 0.02 0.7800 0.29 0.23 0.00 0.03 0 00:06:16 11 DA7 0.07 0.8100 0.29 0.23 0.02 0.15 0 00:06:18 12 DA8 0.12 0.4600 0.29 0.13 0.02 0.15 0 00:06:18 13 DA9 0.32 0.7700 0.29 0.22 0.07 0.66 0 00:06:18 Page 2 of 21 Page 56 of 193 Taco Time, Federal Way Technical Information Report May 10th, 2013 Federal Way Taco Time 25 year stone Node Summary SN Element Element Invert Ground/Rim Peak Max HGL Min ID Type Elevation (Max) Inflow Elevation Freeboard Elevation Attained Attained (ft) M)_ (cfs) (ft) (ft) 1 CB-1 TYPE 2 Junction 265.20 271.83 4.80 266.03 5.79 2 CB-10 Junction 279.58 283.05 0.03 279.63 3.42 3 CB-11 Junction 277.51 280.33 0.56 277.88 2.45 4 CB-12 Junction 277.60 280.41 0.30 277.86 2.55 5 CB-13 Junction 278.97 284.20 0.05 279.05 5.15 6 CB-14 Junction 279.80 283.15 0.02 279.85 3.30 7 CB-15 Junction 266.49 271.41 0.43 266.64 4.77 8 CB-16 Junction 284.00 291.89 2.73 284.28 7.60 9 CB-2 TYPE 2 Junction 265.29 272.91 4.39 266.08 6.83 10 CB-3 TYPE 2 Junction 269.50 281.15 1.90 269.90 11.25 11 CB-4 Junction 276.76 282.34 1.69 277.16 5.18 12 CB-5 Junction 276.96 280.86 0.92 277.36 3.50 13 CB-6 Junction 277.33 281.21 0.32 277.55 3.66 14 CB-7 Junction 277.70 281.57 0.29 277.91 3.65 15 CB-8 Junction 278.45 281.98 0.15 278.60 3.37 16 CB-9 Junction 277.79 281.19 0.74 278.11 3.08 17 CONTECH MH-1 Junction 265.43 280.14 1.84 267.83 12.31 18 CONTECH MH-2 Junction 267.37 280.64 1.91 269.58 11.06 19 Null Structure Junction 269.53 281.00 1.69 269.90 11.10 20 Out-1SD-1 Outfall 265.00 4.79 265.83 21 Out-1SD-8 Outfall 275.03 1.69 275.24 Page 3 of 21 Page 57 of 193 Taco Time, Federal Way Technical Information Report May 10th, 2013 Federal Way Taw Time 25 year storm ink Summary SN Element Element From ID Type (Inlet) Node To (Oullet) Node Length M Inlet Outlet Average Diameteror Manning's Peak Design Flaw Peak Fbwl Peak Flow Peak Flow Peak Fbw Invert Invert Slope Height Roughness Flow Capacity Design Flow Velocity Depth Depthl Elevation Elevation Ratio Total Depth Ratio f0} 0j ll ,b} [c131 (6) f0lsecJ 1 5 1 ?,Pe CB-1 TYPE 2 Oat-0-1 39.54 265.20 265.00 0.5000 18.000 0.0120 4.79 8.05 0.59 4-76 0.83 0.55 2 SO.10 Pipe CB-6 CB-5 36.99 277.33 276.96 1.0000 8.000 0.0120 0.32 1.31 025 3.11 0.23 0.34 3 SD-11 Pipe CB-7 CB-6 37.11 277.70 277.33 1.0000 8.000 0,0120 0.29 1.31 0.22 3.02 0.21 0.32 4 SD-12 Pipe CB-8 CB-7 7521 278.45 271.70 1.0000 8.000 0.0120 0.15 1.31 0.12 3.70 0.15 0.23 5 SD-13 Pipe CB-9 CB-4 68.91 277.79 276.76 1.5000 8.000 0.0120 0.73 1.60 0.46 4.50 0.31 OA7 6 SO-14 Pipe CB-10 CB-9 51.22 279.58 277.79 3.5000 8.000 0.0120 0.03 2.45 0.01 2.31 0.05 0.07 7 SD-15 Pipe CB-11 CB-5 110.49 277.51 276.96 0.5000 8.000 0.0120 0.54 0.93 0.59 3.00 0.37 0.55 8 SD-16 Pipe CB-12 CB-11 18.39 277.60 277.51 0.5000 8.000 0.0120 0.30 0.92 0.32 2.59 0.26 0.39 9 SD-17 Pipe CB-13 CB-9 78.57 278.97 277.79 1.5000 8.000 0.0120 0.05 1.60 0.03 2.15 0.08 0.12 10 SD-18 Pipe CB-14 CB-13 55.06 279.80 278.97 1.5000 8.000 0.0120 0.02 1.60 0.01 2.44 0.05 0.08 11 SO-19 Pipe CB-15 CB-1 TYPE 15.19 266.49 26520 8.5000 8.000 0.0120 0.43 3.82 0.11 7.21 0.15 0.23 12 SO.2 Pipe CB-2 TYPE 2 CB-1 TYPE 2 18.90 265.29 26520 0.5000 18.000 0.0120 4.38 8.05 0.54 4.65 0.79 0.53 13 SD-3 Pipe CONTECH MH-1 CB-2 TYPE 2 27.39 265.43 265.29 0,5000 12.000 0.0120 1.79 2.73 0.66 3.82 0.58 0.58 14 SD4 Pipe CONTECH MH-2 CONTECH MH-1 28.74 267.37 26723 0.5000 12.000 0.0120 1.84 2.73 0.68 3.88 0.58 0.58 15 SD-5 Pipe CB-3 TYPE 2 CONTECH MH-2 15.89 269.50 269.17 2.0500 12.000 0.0120 1.91 5.53 0.35 6.42 0.40 0.40 16 SD-6 Pipe Null Structure CB-3 TYPE 2 5.59 269.53 269.50 0.5000 36.000 0.0120 1.90 51.09 0.04 3.59 0.38 0.13 17 SD-7 Pipe CB-16 CB-2 TYPE 2 192.84 284.00 265.29 9.7000 18.000 0.0120 2.70 35.44 0.08 15.29 0.28 0.19 18 SD-8 Pipe CB-4 Out-1SD-8 8.62 276.76 275.03 20.0000 12.000 0.0120 1.69 17.26 0.10 13.97 0.21 0.21 19 SD-9 Pipe CB-5 CB-4 39.95 276.96 276.76 0.5000 12.000 0.0120 0.91 2.73 0.33 3.14 0.40 0.40 Page 4 of 21 Page 58 of 193 Taco Time, Federal Way Subbasin Hydrology Subbasin: DA10 Input Data Area(ac)..................................................... 0.02 Weighted Runoff Coefficient ....................... 0.5400 Subbasin Runoff Results Total Rainfall (in) ..». ......» .... 0.29 Total Runoff (in) ..........._ ._. »_....._....... 0.16 Peak Runoff (cfs)........................................ 0.03 Rainfall Intensity .......................................... 2.734 Weighted Runoff Coefficient ....................... 0.5400 Time of Concentration (days hh:mm:ss) ..... 0 00:06:18 Technical Information Report Federal Way Two Time May 10th, 2013 25 year storm Page 5 of 21 Page 59 of 193 Taco Time, Federal Way Technical Information Report May 10th, 2013 Federal Way Taco Time 25 year stone Subbasin : DA11 Input Data Area(ac)..................................................... 0.14 Weighted Runoff Coefficient ....................... 0.6700 Subbasin Runoff Results Total Rainfall (in) ......................................... 0.29 Total Runoff (in) ............ .............................. 0.19 Peak Runoff (cfs)........................................ 0.26 Rainfall Intensity .......................................... 2.734 Weighted Runoff Coefficient ....................... 0.6700 Time of Concentration (days hh:mm:ss) ..... 0 00:06:18 Page 6 of 21 Page 60 of 193 Taco Time, Federal Way Technical Information Report May 10th, 2013 Federal Way Taco Time 25 year stone Subbasin : DA12 Input Data Area(ac)..................................................... 0.13 Weighted Runoff Coefficient ....................... 0.8600 Subbasin Runoff Results Total Rainfall (in) ......................................... 0.29 Total Runoff (in) .......................................... 0.25 Peak Runoff (ds)........................................ 0.30 Rainfall Intensity .......... ........... .................--- 2.734 Weighted Runoff Coefficient ....................... 0.8600 Time of Concentration (days hh:mm:ss) ..... 0 00:06:18 Page 7 of 21 Page 61 of 193 Taco Time, Federal Way Technical Information Report May 10th, 2013 Federal Way Taco Time 25 year storm Subbasin : DA13 Input Data Area (ac) ........... ........ ............................. 0.01 Weighted Runoff Coefficient ....................... 0.9000 Subbasin Runoff Results Total Rainfall (in) .......:...»....,..._........... 0.29 Total Runoff (in) .......................................... 0.26 Peak Runoff (cfs)........................................ 0.03 Rainfall Intensity .......................................... 2.734 Weighted Runoff Coefficient ....................... 0.9000 Time of Concentration (days hh:mm:ss) ..... 0 00:06:18 Page 6 of 21 Page 62 of 193 Taco Time, Federal Way Technical Information Report Federal Way Taco Time May 10th, 2013 25 year storm Subbasin : DA14 Input Data Area (ac) ................ ..... ............. .. 0.02 Weighted Runoff Coefficient ....................... 0.3400 Subbasin Runoff Results Total Rainfall (in) ......................................... 0.29 Total Runoff (in) 0.10 Peak Runoff (cfs)....................................... 0.02 Rainfall Intensity .......................................... 2.734 Weighted Runoff Coefficient ....................... 0.3400 Time of Concentration (days hh:mm:ss) ..... 0 00:06:18 Page 9 of 21 Page 63 of 193 Taco Time, Federal Way Technical Information Report May 10th, 2013 Federal Way Taco Time 25 year storm Subbasin : DAIS Input Data Area(ac)..................................................... 0.27 Weighted Runoff Coefficient ....................... 0.5800 Subbasin Runoff Results Total Rainfall (In) .......«...,.„ .....................,. 0.29 Total Runoff {in) ..........................».....,.... 0.17 Peak Runoff (cfs)....................................... 0.43 Rainfall Intensity .......................................... 2.734 Weighted Runoff Coefficient ....................... 0.5500 Time of Concentration (days hh:mm:ss) ..... 0 00:06:18 Page 10 of 21 Page 64 of 193 Taco Time, Federal Way Technical Information Report Federal Way Taco Time May 10th, 2013 25 year storm Subbasin : DA16 Input Data Area(ac).................................................. 1.51 Weighted Runoff Coefficient ....................... 0.6600 Subbasin Runoff Results Total Rainfall (in) ......................................... 0.29 Total Runoff (in) ............ --- ._.......... .......... 0.19 Peak Runoff (cts)........................................ 2.73 Rainfall Intensity .......................................... 2.734 Weighted Runoff Coefficient ....................... 0.6600 Time of Concentration (days hh:mm:ss) ..... 0 00:06:18 Page 11 of 21 Page 65 of 193 Taco Time, Federal Way Technical Information Report May 10th, 2013 Federal Way Taco Time 25 year stone Subbasin : DA4 Input Data Area(ac)..................................................... 0.03 Weighted Runoff Coefficient ....................... 0.9000 Subbasin Runoff Results Total Rainfall (in) :...... 0.29 Total Runoff (in) .......................................... 0.26 Peak Runoff (cfs)........................................ 0.07 Rainfall Intensity .......................................... 2.734 Weighted Runoff Coefficient ....................... 0.9000 Time of Concentration (days hh:mm:ss) ..... 0 00:06:18 Page 12 of 21 Page 66 of 193 Taco Time, Federal Way Technical Information Report May 10th, 2013 Federal Way Taco Time 25 year stone Subbasin : DA5 Input Data Area(ac)..................................................... 0.03 Weighted Runoff Coefficient ....................... 0.6900 Subbasin Runoff Results Total Rainfall(in) ....... .... 0.29 Total Runoff (in) ................„..... „„,.......... 0.20 Peak Runoff (cfs)........................................ 0.06 Rainfall Intensity .......................................... 2.734 Weighted Runoff Coefficient ....................... 0.6900 Time of Concentration (days hh:mm:ss) ..... 0 00:06:18 Page 13 of 21 Page 67 of 193 Taco Time, Federal Way Technical Information Report Federal Way Taco Time May 10th, 2013 25 year stone Subbasin : DAIS Input Data Area (ac) ..... ............................... 0.02 Weighted Runoff Coefficient ....................... 0.7800 Subbasin Runoff Results Total Rainfall (in) 4 ....... .... ::._.:.......... 0.29 Total Runoff (in) .......................................... 0.23 Peak Runoff (cfs)........................................ 0.03 Rainfall Intensity .......................................... 2.734 Weighted Runoff Coefficient ....................... 0.7800 Time of Concentration (days hh:mm:ss) ..... 000,0618 Page 14 of 21 Page 68 of 193 Taco Time, Federal Way Technical Information Report May 10th, 2013 Federal Way Taco Time 25 year stone Subbasin : DA7 Input Data Area (ac) .. .... 0.07 Weighted Runoff Coefficient ....................... 0.8100 Subbasin Runoff Results Total Rtiinlal11,in)......................................... 0.29 Total Runoff (in) ...................................... 0.23 Peak Runoff (cfs) ............ -.... 0.15 .................. Rainfall Intensity .......................................... 2.734 Weighted Runoff Coefficient ....................... 0.8100 Time of Concentration (days hh:mm:ss) ..... 0 00:06:18 Page 15 of 21 Page 69 of 193 Taco Time, Federal Way Technical Information Report May 10th, 2013 Federal Way Taco Time 25 year stone Subbasin : DA8 Input Data Area (ac) .................... „...„...... 0.12 Weighted Runoff Coefficient ....................... 0.4600 Subbasin Runoff Results Total Rainfall (in) ....„ „ „.„.„ „„ .„.„ „ „„ 0.29 Total Runoff (in) .......................................... 0.13 Peak Runoff (cfs)........................................ 0.15 Rainfall Intensity .......................................... 2.734 Weighted Runoff Coefficient ....................... 0.4600 Time of Concentration (days hh:mm:ss) ..... 0 00:06:18 Page 16 of 21 Page 70 of 193 Taco Time, Federal Way Technical Information Report May 10th, 2013 Federal Way Taco Time 25 year stone Subbasin : DA9 Input Data Area(ac)..................................................... 0.32 Weighted Runoff Coefficient ....................... 0.7700 Subbasin Runoff Results Total Rainfall (in) ..... ...... _....................... 0.29 Total Runoff (in) .......................................... 0.22 Peak Runoff (cfs)........................................ 0.66 Rainfall Intensity .......................................... 2.734 Weighted Runoff Coefficient ....................... 0.7700 Time of Concentration (days hh:mm:ss) ..... 0 00:06:18 Page 17 of 21 Page 71 of 193 Taco Time, Federal Way Technical Information Report May 10th, 2013 Federal Way Taco Time 25 year storm Junction Input SN Element Invert Ground/Rim Ground/Rim Minimum ID Elevation (Max) (Max) Pipe Elevation Offset Cover (ft) (ft) (ft) (in) 1 CB-1 TYPE 2 265.20 271.83 6.63 0.00 2 CB-10 279.58 283.05 3.46 0.00 3 CB-11 277.51 280.33 2.82 0.00 4 CB-12 277.60 280.41 2.81 0.00 5 CB-13 278.97 284.20 5.23 0.00 6 CB-14 279.80 283.15 3.35 0.00 7 CB-15 266.49 271.41 4.92 0.00 8 CB-16 284.00 291.89 7.89 0.00 9 CB-2 TYPE 2 265.29 272.91 7.62 0.00 10 CB-3 TYPE 2 269.50 281.15 11.65 0.00 11 CB-4 276.76 282.34 5.58 0.00 12 CB-5 276.96 280.86 3.90 0.00 13 CB-6 277.33 281.21 3.88 0.00 14 CB-7 277.70 281.57 3.87 0.00 15 CB-8 278.45 281.98 3.53 0.00 16 CB-9 277.79 281.19 3.40 0.00 17 CONTECH MH-1 265.43 280.14 14.71 0.00 18 CONTECH MH-2 267.37 280.64 13.26 0.00 19 Null Structure 269.53 281.00 11.47 0.00 Page 18 of 21 Page 72 of 193 Taco Time, Federal Way Technical Information Report May 10th, 2013 Federal Way Taco Time 25 year stone Junction Results SN Element Peak Peak Max HGL Max HGL ID Inflow Lateral Elevation Depth Inflow Attained Attained (cfs) (cfs) (ft) (ft) 1 CB-1 TYPE 2 4.80 0.00 266.03 0.83 2 CB-10 0.03 0.03 279.63 0.05 3 CB-11 0.56 0.26 277.88 0.37 4 CB-12 0.30 0.30 277.86 0.26 5 CB-13 0.05 0.03 279.05 0.08 6 CB-14 0.02 0.02 279.85 0.05 7 CB-15 0.43 0.43 266.64 0.15 8 CB-16 2.73 2.73 284.28 0.28 9 CB-2 TYPE 2 4.39 0.00 266.08 0.79 10 CB-3 TYPE 2 1.90 0.00 269.90 0.40 11 CB-4 1.69 0.07 277.16 0.40 12 CB-5 0.92 0.06 277.36 0.40 13 CB-6 0.32 0.03 277.55 0.22 14 CB-7 0.29 0.14 277.91 0.21 15 CB-8 0.15 0.15 278.60 0.15 16 CB-9 0.74 0.66 278.11 0.32 17 CONTECH MH-1 1.84 0.00 267.83 2.40 18 CONTECH MH-2 1.91 0.00 269.58 2.21 19 Null Structure 1.69 1.69 269.90 0.37 Page 19 of 21 Page 73 of 193 Taco Time, Federal Way Technical Information Report May 10th, 2013 Federal Way Taco Time 25 year storm Pipe Input SN Element Length Inlet Outlet Total Average Pipe Pipe Manning's Entrance Exit/Bend Additional ID Invert Invert Drop Slope Shape Diameter or Roughness Losses Losses Losses Elevation Elevation Height (ft) (ft) (ft) (ft) M (in) 1 SD-1 39.54 265.20 265.00 0.20 0.5000 CIRCULAR 18.000 0.0120 0.5000 0.5000 0.0000 2 SD-10 36.99 277.33 276.96 0.37 1.0000 CIRCULAR 8.040 0.0120 0.5000 0.5000 0.0000 3 SD-11 37.11 277.70 277.33 0.37 1.0000 CIRCULAR 8.040 0.0120 0.5000 0.5000 0.0000 4 SD-12 75.21 278.45 277.70 0.75 1.0000 CIRCULAR 8.040 0.0120 0.5000 0.5000 0.0000 5 SD-13 68.91 277.79 276.76 1.03 1.5000 CIRCULAR 8.040 0.0120 0.5000 0.5000 0.0000 6 SD-14 51.22 279.58 277.79 1.79 3.5000 CIRCULAR 8.040 0.0120 0.5000 0.5000 0.0000 7 SD-15 110.49 277.51 276.96 0.55 0.5000 CIRCULAR 8.040 0.0120 0.5000 0.5000 0.0000 8 SD-16 18.39 277.60 277.51 0.09 0.5000 CIRCULAR 8.040 0.0120 0.5000 0.5000 0.0000 9 SD-17 78.57 278.97 277.79 1.18 1.5000 CIRCULAR 8.040 0.0120 0.5000 0.5000 0.0000 10 SD-18 55.06 279.80 278.97 0.83 1.5000 CIRCULAR 8.040 0.0120 0.5000 0.5000 0.0000 11 SD-19 15.19 266.49 265.20 1.29 8.5000 CIRCULAR 8.040 0.0120 0.5000 0.5000 0.0000 12 SD-2 18.90 265.29 265.20 0.09 0.5000 CIRCULAR 18.000 0.0120 0.5000 0.5000 0.0000 13 SD-3 27.39 265.43 265.29 0.14 0.5000 CIRCULAR 12.000 0.0120 0.5000 0.5000 0.0000 14 SD-4 28.74 267.37 267.23 0.14 0.5000 CIRCULAR 12.000 0.0120 0.5000 0.5000 0.0000 15 SD-5 15.89 269.50 269.17 0.33 2.0500 CIRCULAR 12.000 0.0120 0.5000 0.5000 0.0000 16 SD-6 5.59 269.53 269.50 0.03 0.5000 CIRCULAR 36.000 0.0120 0.5000 0.5000 0.0000 17 SD-7 192.84 284.00 265.29 18.71 9.7000 CIRCULAR 18.000 0.0120 0.5000 0.5000 0.0000 18 SD-8 8.62 276.76 275.03 1.72 20.0000 CIRCULAR 12.000 0.0120 0.5000 0.5000 0.0000 19 SD-9 39.95 276.96 276.76 0.20 0.5000 CIRCULAR 12.000 0.0120 0.5000 0.5000 0.0000 Page 20 of 21 Page 74 of 193 Taco Time, Federal Way Technical Information Report May 1Oth, 2013 Federal Way Taco Time 25 year storm Pipe Results SN Element Peak Time of Design Flow Peak Flow/ Peak Flow Travel Peak Flow Peak Flow ID Flow Peak Flow Capacity Design Flow Velocity Time Depth Depth/ Occurrence Ratio Total Depth Ratio (cfs) (days hh:mm) (cfs) (ft/sec) (min) (ft) 1 SD-1 4.79 0 00:06 8.05 0.59 4.76 0.14 0.83 0.55 2 SD-10 0.32 0 00:06 1.31 0.25 3.11 0.20 0.23 0.34 3 SD-11 0.29 0 00:06 1.31 0.22 3.02 0.20 0.21 0.32 4 SD-12 0.15 0 00:06 1.31 0.12 3.70 0.34 0.15 0.23 5 SD-13 0.73 0 00:06 1.60 0.46 4.50 0.26 0.31 0.47 6 SD-14 0.03 0 00:06 2.45 0.01 2.31 0.37 0.05 0.07 7 SD-15 0.54 0 00:07 0.93 0.59 3.00 0.61 0.37 0.55 8 SD-16 0.30 0 00:06 0.92 0.32 2.59 0.12 0.26 0.39 9 SD-17 0.05 0 00:07 1.60 0.03 2.15 0.61 0.08 0.12 10 SD-18 0.02 0 00:06 1.60 0.01 2.44 0.38 0.05 0.08 11 SD-19 0.43 0 00:06 3.82 0.11 7.21 0.04 0.15 0.23 12 SD-2 4.38 0 00:06 8.05 0.54 4.65 0.07 0.79 0.53 13 SD-3 1.79 0 00:00 2.73 0.66 3.82 0.12 0.58 0.58 14 SD-4 1.84 0 00:00 2.73 0.68 3.88 0.12 0.58 0.58 15 SD-5 1.91 0 00:00 5.53 0.35 6.42 0.04 0.40 0.40 16 SD-6 1.90 0 00:00 51.09 0.04 3.59 0.03 0.38 0.13 17 SO-7 2.70 0 00:06 35.44 0.08 15.29 0.21 0.28 0.19 18 SD-8 1.69 0 00:06 17.26 0.10 13.97 0.01 0.21 0.21 19 SD-9 0.91 0 00:07 2.73 0.33 3.14 0.21 0.40 0.40 Page 21 of 21 Page 75 of 193 Taco Time, Federal Way Technical Information Report May 10th, 2013 Profile Plot 284 283.5 283 282.5 282 281.5 281 280.5 280 277.5 err 275.5 275 274.5 274 Lu 273.5 273 272.5 271.5 271 267.5 267 Node ID: Rim (ft): Invert (ft): Min Pipe Cover (ft): Max HGL (ft): Link ID: Length (ft): Dia (ft): Slope (ft/ft): Up Invert (ft): 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Le Mgt i --_J_ ft- ------`--------r---------------r--------I--------�--------r-----� 1 1 I I I I I 1 _____I________J________L_______ J________ L________I_______ J________L-____A.a•-�_______ I I I I I I W-------*------- �-------------m I. N 1 1 i________1-_______J____ --I------r 1 IO e3. �0.009tll --- - µ _ I 1 I ~ I I___ R a 0 - a s left 53 1 .0 o �I� � �� J________L-------- y-------- 1-------- I-------- J--. --"_1_ I 1 - - - - - a -1 _g_____ J________________ J___ _ ••'rrr777 _ Length 15.89 ft 111 left 26 50 - - - - - 1 I 1 1 1 fy Die 1.00 I l - - - - - -----;------- ' - -- L--- J--------L ---- ---J--------L----- -.J.__. Slope 0.0205 ft/ft -- -J -- - ------------------------ Uphrvert289.50ft ----- J_;A7-_---.r-......_e-_----.-.---..-L------ - �_-- .. - - Link IDSD-4 Dn Invert 269,17 ft - - -- J- 1 r , 1 4; ; ; , ;f Length 28.74 It `-:r,S---------------1-------1---------------- --- y ,d ______ , 1� _ _ _ _ _ _ ---Cr.W---------------r--------I---Lft41;SD- Link ID SD-2 Dia1.00ft Slope b.0D50 Rift _ - ; _ _ _ _ _ - Link ID SD-3 Up invert 267.37 ft , ---ra N ------ '-------- *------- Y -Le 54 ft Length 18.90It w u ' DIs1.50ft Dia1.50ft Length 27.39It Dn Invert 267.23 ft -----+•---------------{--- a _- d 1 - Slope S lape O.b050 ft/ft Dia1.00ft --- , ___ �______J____--_-�_ Up Invert 26520 ft Lip Invert 265.29 ft Slope 0.0050 ft�t ff - --->x0 R�r_...__ti-_- Dn hlvert 2%.00 ft Dn Invert 265.20 ft Up Invert 255.43 It - - - - '-- Dn Invert 26SM ft ------ 1+00 145 1+10 1+15 1-20 1-25 1+30 1+35 1+40 1+45 1+50 1+55 1+cC 1+65 1+70 1+75 1+80 1+85 1+90 Station (ft) 1+95 2+00 2+05 2+10 2+15 2+20 2+25 2+30 2+35 2+40 Out-1SD-1 CB-1 TYPE 2 CB-2 TYPE 2 CONTECH MH-1 CONTECH MH-2 CB-3 TYPE IUII Structure 271.83 272.91 280.14 280.64 281.15 281.00 265.00 265.20 265.29 265.43 267.37 269.50 269.53 5.13 6.12 11.91 10.46 8.65 8.47 265.83 266.03 266.08 267.83 269.58 269.90 269.90 SD-1 SD-2 SD-3 SD-4 SD-5 SD-6 39.54 18.90 27.39 28.74 15.89 5.59 1.50 1.50 1.00 1.00 1.00 3.00 0.0050 0.0050 0.0050 0.0050 0.0205 0.0050 265.20 265.29 265.43 267.37 269.50 269.53 265.00 265.20 265.29 267.23 269.17 269.50 4.79 4.38 1.79 1.84 1.91 1.90 4.76 4.65 3.82 3.88 6.42 3.59 0.83 0.79 0.58 0.58 R40 0.38 Page 76 of 193 Taco Time, Federal Way Technical Information Report May 10th, 2013 Profile Plot Main Street Storm Sewer ----=--------1 1 A 1 1 I 1- I D 11 G 298 ____--------- L--------- ---------------------------- L---_--_-------------------- L_____ __--.------------ ---------- -------- --------- --------- i i i i i -_�+_sz___ I I I 1 1 I 1 1 I I I 1 1 1 297_-___---__L---__--_!--_------1-__---_-s-_-__-__i__-_-_-__L_________________'______-__s------ i i i i i 1 1 L.- '____________________________________________. --------- 1 1 i i N 296 L------------------'--------- L--------;-------- '--------L--------J---------'- - _. ----.- ---» -.---------?-- L-------------"--------------------------------------------------__-- 1S I I i i N y, . 1 I 1 I 1 I I I 1 1 , 1 _ 1 1 ___ _______L_______ _______ ______ _______ ______ ______ ______ ______ ___ _ ____ __ ____ I I 1 I I - I 1 � r 1 - I I . I 294'----'--------- '---------'--------- --------'------'----------------------------------------- ' ------ ----------------- ------ ---- --------------- -- - ---------------------------------------------------- ---`------ ---- - L ' -- 1 1 1 V 1 1 �- � I � 293 1 1 - - - - - -- `'---------------------------'------------------------------ - - - - ------ - - - - -r------- --J---------'---------;--------;---------L--------J---------'--------'---------J------- 1 1 1 1 - 1 I I 292--------------L---------------------------------------------L-------------. ------------- --- --- - ---- - -- --------------'------------------------------- ---- --------------------------------------- --- --.}- -}- - ----s------ 1 ` 291--------------I---------------------------------------------------- --------_-.-s------- - --------r--------y�---------'---------------------------L--------------------------}-------------------------------- ---- - - r I 1 I 1 I I I I I 1 1 . 1 ' I I I I 1 290 ------ - - L ----------------------------------------------------L----------------- t-------------------------L------------------------j--------J---------L--------CbkJD SD_T,---------;-------- ;--------- L--------!-------- ;--------- L------- �- I � _I. I_ _I I I I I I I I 1 1 1 1 I I I I I 1 I 289-----'---------L--......J--`-----L--------'--------J---------L--------J---------'---------L--------J---------4-----------------J---------L-------- Bra ----- -I -ft------- L--------J--------- L--------!---- _J--------- I 1 1 1 . I 1 1 1 ; . ; ; , , i , 1 1 1 1 I 1 I 1 f ' ' I I , 288 _--_1__-.-__-.L---__---J..------- L------ -.i---_---_J_________L________J__________________L___--_______--_-- __--.-L-______-J- pft..... L........ ----- -'Sk* 0:097`0 4171L- 1 � �� 1 1 1 1 I I 1 I 1 f 1 •�y I 287-__-1____-_-..L_---_-_-J-_-_-._--L____---.1.------.J_________L________J____----__--__---_L_------_ _________________ ________ J_________ L_____Ui------L--------J_--------L----_--- _____ 1 1 1 1 1 1 - 1 I Dn 286 ---------- _.--_--_-__-__--__L_-_.-.--J-_.-..--- . f , 1 1 1 1 1 1 t 1 1 1 1 1 1 I 285____J--------- L---__--_J_________L________1________J--------- L-------- a_________I--------- L-------- L-------- 1-------- J--------- L________J_________I_____---- L------- - _..-- 1 1 f 1 I I 1 1 1 2f.1•! -_-- A-____..��-----_--J--_------L._------1--._--_.J----_-_..L-_____-.J__________________L__________________L________1________J_________L___,,._.-J-...---.- --------- ------ 1 I 1 1 1 1 1 1 1 - I •� I 293--__J-----__--L-------_J------_-_I___------1-___-_-_J------___L_---_---J___-_-_-_-----�_-_______L_ __J_________L________1-_______ J_________ L-------- ;------- - ! ........ ^ 1 1 1 1 1 1 1 - 1 1 I 1 I 1 -1 1 I I JI I I I I--------- L_________________L________1________J--------- L___-.,..-,-..-....-- i I I 1 1 t I I I I I - 1 1 1 N 1 1 i 281 ----'---------L--------J---------L--------J--------J---------L--------J'-------''---------L-'----'-J---------L--------1--'-----'-----------'----- 1 1 1 1 1 1 f . / I I I I 1 > I 1 I 1 N I 1 I 1 1 1 1 1 r 1 a� 280-----'---------L-------- --------- ----- ?--------J----- "'-L-42------ J--------- L-------- L-------- ?--------- --------- ------....... W i i i P9 i E�.1 i w i 279 __-__---____--L__---_-_!_____--__I__-----DLi._y1_---- _______ 40h__----J__-----___---____L________J-________ L________----___ I ; ; �.1 W ' `I F 1 278----- i_________L________J_________L_____.__+J��_ ____M_� �_ i i L_.- ?- t I i ,� ,/tea N •___ ;U 01 �D .. . 1....... .' ._......' _ --- ---- 27 _____L__-_-_-_L________J______-__L_____-�_1___•_-___J_______-L{4_-_---J_._____-a___L________ _ --..--- I 1 1 1 M PT b 1 q Al 1 . 1 1 1 1 1 LJ A M `7 u I 1 I a �r 1 a w ...... . 275 1 1 1 -� +r.[------- ----- 274--- ;- ;---------; - o s---- ---- °E ~---- 273 ---a o ---------------4------L '-----s_ f 1 1 . 272 - -- -=-------L----- -------L---- a a Link ID :SD-1 Link 1) SD-2 271-------L-----I---------L a Length �9.54 ft Length 18.90 ft _ 270-------L -- - - ---0 ap -"Dia1 0 Dta1.50ft f t�------- 20 � - - - - - - - - L - Slope -. 0 ftlft Slope 0.0050 ftlft �' 2G8 - - - ► k ----------_In L verver# 265.29 Dn Invert 265.00 ft Nr Invert 26520 ------ 267--------- - 2fifi ---- 2R Node ID: Rim (ft): Invert (ft): Min Pipe Cover (ft): Max HGL (ft): Link ID: Length (ft): Dia (ft): Slope (ft/ft): Up Invert (ft): Dn Invert (ft): Max Q (cfs): Max Vel (ftls): Max Depth (ft): 1+00 1+10 1+20 1+30 1+40 1+50 1+60 1+70 1+80 1+90 2+00 2+10 2+20 2+30 2+40 2+50 2+60 2+70 2+80 2+90 3+00 3+10 3+20 3+30 3+40 3+50 Station (ft) Out-1SD-1 CB-1 TYPE 2 CB-2 TYPE 2 CB-16 271.83 272.91 291.89 265.00 265.20 265.29 284.00 5.13 6.12 6.39 265.83 266.03 266.08 284.28 SD-1 SD-2 SD-7 39.54 18.90 192.84 1.50 1.50 1.50 0.0050 0.0050 0.0970 265.20 265.29 284.00 265.00 265.20 1 265.29 4.79 4.38 2.70 4.76 4.65 15.29 0.83 0.79 0.28 Page 77 of 193 Taco Time, Federal Way Technical Information Report May 10th, 2013 Profile Plot Main Street Storm Sewer 254.5 ----•------------ �----------- ; w »--.- -.... y.... . ..... ..........-...I._ ---------- 1 ------'----- . ------ 1 I e 1 I 1 1 ----' ----- ------ ---- r In 1 ----- ------------ .._^ ----- --"-- ------------ ------ ----- ------ ----- I 1 1 '1 ! ; 1 1 ------ ---- I I LEI � I 1 1 I 1 l 1 1 1 1 1 I 1 1 1 1 1 1 I r 1 1 r 284 1 ' 1 -`---------------- ; ------- ------------- ------ ----- .... -`_ ----- ------ 1. ----- ----- ' .... ' .-. 1 1 ---`--------- ------ � -------------------1----- � r ------------ ---`----- ---_ ' ... I' , I I I I r I 1 I I 11 1- I 283.5 I Q , N 1 a__^. __y__ r_____.a.-r-_-_ 1 � -'� ----- ,.-____ter _.___K_.__.'. I �- '--- I r ! .I,,. -�. .F. -y. --- ---- --- I I -I._ ---- --" � _1: _.. _µ ---- ---- 1 I 1 _y___ -}. r _�_ ---- 1 -- --- --` ---- `-- 1 I I 1 _�_ _r 1 1 ---------------- 1 I ----`- ----- F � 1 --- --- 1 1 • --- ---- - - --- ---- --` ---` 1 i -`-- 1 1_I 00, a} 1 1 1 I 1 1 1 1 1 1 1` 1 �I Sa 1 1 1 1 1 ;I a'- I r 1 1 1 1 I 1 1 283 --=--=----�- -..------ L.....:..........--'------... _ .L-`--- -----`----------------'----- ' --- - _ --- ..--- ------------ � ----- ! ----- --` ------;------- ------ ------------ ----- ----- --'--------------- --- 1 1 1 1 1 1 1 1 / 1 r p 282.5 I r 1 1 I 1 r 1 I 1 1 I I 1 r 1 I , -____I______y _____r_____y__________________y______f_____�______�-- I 1 I I , � y1 kD I r w1 I r _____---y.-.---r...--.w.-..__•__�___ r I r I 1 1 I 1 1 I �.__-__•.-____f 1 I 1 1 I F _____y_-.. -_y..-__I______�______ _�--_y______} 1 , 1 1 1 : .________^ 1 1 ..___ _.__ r ___-._ .__ f 1 1 .�.. ...._ • 1 , I , I 1 1 I l r r r L I r ! I ! I I 1 , M I I I r 1 � I , r I I 1 a 1 1 1_-� I I I I I W-_��--____; i I I r I Ne 1 282 1 ---- `------ I I I 1 - - - ---------'------L-------------'--� I r I -- ------^- ; '-- -1' ;----- 1----- I I -.- _ -^-------------- , w �---�^-----' - - 1 1 1 1 Hmi I I QID I 1 1 1 1 ! 1 1 1 1 1-- r (a} U C 1 I I 1 ! i i �_ r I I I r F ai' Fi I 1r -: "1: 1 I- ; - , '- ` ` I I I r..j'� 1 I I I I I r I 1 I 1 I 1 1 1 I 1 1 f I i I I [ l 281 I I r I 1 1 1 , r 1 1 i ; I 1 I I I 1 1 r 1 r , 1 I 1 1 1 '15 - -- -- _ --. ---- ---- ---- -`--- -------------- - - - -- --- ---- --- ---------------- ----- ---- - - - -' - - -^- ----- -- -- - -- - - -- -- 1 I r 1 1 I 1 ; 1 , t a N 280.5 1 -----��-----• I I I I 1 1 1 I I. 1 1 1 1 I I ! - - --- 280 I ---- ;------ I ' --'--- g 279.5 - - - - -;- - - - - - I Link ID SD-15 Link ID SD-16 Link ID SD-9 Length 110.49 ft Length 18.39 ft ; w 279 - - - - = Liok SD- Length 39.95 ft Die 0.67 ft Die 0.67 ft Bengt 8.62 ft Die 1.00 ft Slope 0.0050 ftlft Slope 0.0050 ftlft Die .00 Slope 0.0050 ft/ft Up Invert 277.51 ft Up Invert 277.60 ft f 278.5 _ Slope 2DWO Ifft Up Invert 276.96 ft Dn Invert 276.96 ft Dn Invert 277.51 ft - - ---- 1 276.16 A Dn Invert 276.76 ft 278 --- 275. 3 fl-'-- 277.5 277 276.5 - - -:trV ..:.. . 27s 275.5 - -- 275 -- - -- - 274.5 ----- ••••-- 1+00 1+05 1+10 1+15 1+20 1+25 1+30 1+35 1+40 1+45 1+50 1+55 1+60 1+65 1+70 1+75 1+80 1+85 1+90 1+95 2+00 2+05 2+10 2+15 2+20 2+25 2+30 2+35 2+40 2+45 2+50 2+55 2+60 2+65 2+70 2+75 2+80 Station (ft) Node ID: Rim (ft): Invert (ft): Min Pipe Cover (ft): Max HGL (ft): Link ID: Length (ft): Dia (ft): Slope (ft/ft): Up Invert (ft): Dn Invert (ft): Max Q (cfs): Max Vel (ftls): Max Depth (ft): Out-1SD-8 CB-4 CB-5 CB-11 CB-12 282.34 280.86 280.33 280.41 275.03 276.76 276.96 277.51 277.60 4.58 2.90 2.15 2.14 275.24 277.16 277.36 277.88 277.86 SD-8 SD-9 SD-15 SD-16 8.62 39.95 110.49 18.39 1.00 1.00 0.67 0.67 0.2000 0.0050 0.0050 1 0.0050 276.76 276.96 277.51 277.60 275.03 276.76 276.96 277.51 1.69 0.91 0.54 0.30 13.97 3.14 3.00 2.59 0.21 0.40 0.37 0.26 Page 78 of 193 Taco Time, Federal Way Technical Information Report May 10th, 2013 Profile Plot Main Street Storm Sewer 284-5------- '----------- I -A --------- ' W t -r- r----------- +----------- F_.---------------------------------------- ---------- •----------- ---------- ' � � 1 1 `__-------�---------- .---------1----------- --------- r ...__..._ _........ - - - r 1 1- 1 284 i i -------� '-e -------'-----------'---------- 1 1 1 1 '---------------------- 1 1 --------- `-- - -- - -- 1 1 ----- - - `-- 1 , -- - - -- r --- ------ 1 --- - - - - -- ' -------- 1 --------------------------•--------- 1 I .......... =----`-------------------- -� r V N �h r a r 1 L% � i � � OD ' 2$3.5 _____I-_______�} {y 1 W m N_____________ F _ .--_..__._ 1 , , 'r w _ ...�..... 1 _-_..______�__________-y.........__ I ____...... 1 F r -1 ......... ___________y___-_..... w y ..--...._ ____.._____ -----------I------------------------. 1 1 1 _ 1 H 1 it 1 1 r, 00 ! w r' 1 r 1 , , r U Ql ,r- ,N 2$3 1 -----r-------- v �_ --------- ' • 1� _ ----------:---------- ---`------r i 1 ---------- --- --------------- -,- ' ---W--------- w i•1 ------------- --------- - --------------$---------- r� r ; - -------------------------------- -------- -----L- r "i i A i 1 r 4.1 N u v t 1 1 1 -____,__________ y__-________y_______-_-_�-.__--__._��.-... 1 r e r __ _f ___________,_______-___y___________r__--___r- ' 1 N n 1 i H W J7 , r+r i ' i , O r I e 1 n u CQ r, V Op n r�- ~ ►-------------- , ' ------------r--------- �r 1 1 N i N W 1 1 r , p ,4 282 ---•--=---=- r..r yt __________ _________ ____ _____--___- .Cr. 'i- -.----________________ - ___-_--________________________ .____.... .... ....________________ _ __ ____ ' .�..���� I ' 1 � r- i 1 a PG H 1 i r. 1 281 I ---- ;------- -------------- 1 280.5 I ------I Link ID SD-12 Length 75.21 ft 280 ---- -- Dia 0.67 ft - --- II Slope 0.0100 ftPft Link ID SD-11 0 279 ---------- Length 37.11 ft Up Invert 278.45 ft 4P- - -- Link ID SD-9 Link ID SD-10 Die 0.67 ft Dn Invert 277.70 ft w 279 - -- - SD Length 39.95 ft Length 36.99 ft Slope 0.0100 ftl'ft tv* 8-6 ft Die 1.00 ft Die 0.67 ft Up Invert 277.70 ft ; :Dia .00 Slope 0.0050 ftfft Slope 0.0100 ft/ft Dn Invert 277.33 ft 278.`'t _ Slope 00 ft Up Invert 276.96 ft Up Invert 277.33 ft- L4p;tve 27676 t Dn Invert 276.76 ft Dn Invert 276.96 ft 277.5 - - uY----- - o'r, - -- --`-� 1- �N � a ; 277 - -� O N v b 276.5 - - - +4 276 •--- 1 275 Node ID: Rim (ft): Invert (ft): Min Pipe Cover (ft): Max HGL (it): Link ID: Length (it): Dia (it): Slope (ft/ft): Up Invert (ft): Dn Invert (ft): Max Q (cfs): Max Vel (ftls): Max Depth (ft): 1+00 1+10 1+20 1+30 1+40 1+50 1+60 1+70 1+80 1+90 2+00 2+10 2+20 2+30 2+40 2+50 2+80 2+70 2+80 2+90 3+00 Station (ft) Out-1 SD-8 CB-4 CB-5 CB-6 CB-7 CB-8 282.34 280.86 281.21 281.57 281.98 275.03 276.76 276.96 277.33 277.70 278.45 4.58 2.90 3.21 3.20 2.86 275.24 277.16 277.36 277.55 277.91 1 278.60 SD-8 SD-9 SD-10 SD-11 SD.12 8.62 39.95 36.99 37.11 75.21 1.00 1.00 0.67 0.67 0.67 0.2000 0.0050 0.0100 0.0100 0.0100 276.76 276.96 277.33 277.70 278.45 275.03 276.76 276.96 277.33 277.70 1.69 0.91 0.32 0.29 0.15 13.97 3.14 3.11 3.02 3.70 0.21 0.40 0.23 0.21 0.15 Page 79 of 193 Taco Time, Federal Way Technical Information Report May 10th, 2013 286. 283 282.5 282 281.5 281 280 Profile Plot Main Street Storm Sewer 1 1 r----- 1 1 1 1 1 1 1 1 1 1 1 1 1 l 1 1 1 + 1 l -r � 1 1 r 1 1 ['� it ♦? .4 W r -r -T- -l- l , - ..- .___ 1 1 1 ! 1 r 1 1 1 1 1 1 i 1 1 i 1 1 1 N, ' 1 1 1 1 I .-..'----------- 1 _---------- I _---------- 1 ;---------- 1 1 __________1____-_-_-.e.----«_.___J---------- J---------- J----------- ----------- __________J______-____�---------- t______ _u---. H ao ao yr„_-__-____J________--;-__-_-.-.-J.--________ W 1 ` tV 33. ' V 43 o 1 1 i r - 1 1 1 1 1 1 1 1 1 1 1 , � r----------Fi+---T---------- l ~✓, 'r------ 1 1 1 1 1 �---------- 1---------- I' � � w O 1 1 1 1 1 I 1 1 1 1 I 1 1 1 r 1 I w"I-M---- + P ID _44- P, I 1 ....«--- 1 ---- - - - - -- 1 ; ---- --- -------------r..________s___.__---- 1 i .--«______ --_____--.-J-----.____ i 1 1 _-_____________ I 1 -__a_-_ -.-a.�..«--___�__________�______. i ___1_--...-µ} I N `-;-------«.----•---j---------------`-----j----•--�--'--'------- �- 1 ' 1 e I 1 1 ` ' - - - - - - JJ---- -- - -- --- ---'-- - -- ---------- !--- - - - - -- I .------------ - - - - -- -- -- - - -- -- 'r} _uy____ 1 1 1 1 1 +jj 1 ; + H W a �- k 1 1 1 I r 1 r 1 1 ' '' I � w ' - -- l " ------- - ------- •as� q H.-.--...-r.------..--4 r ; ---------- L---------- 3---------- L---------- J------ r•-L -----, I J_---..___-J__..-.______1_____ 1 1 1 1'r 1 . --.« r • r r 1 1 1 1 1 -------------------- QI I ---- ---JSD 1 I I 1 1 '� ------- �- Link ID SD-18 ' 1 v ,a+: - Length Length 55.06 ft - - - ;--- _Dia 0.67 ft Link ID SD-17 Slope 0.0150 ft/ft .-- -Length 78.57 ft Up Invert 279.80 ftDia 0.67 ft Dn Invert 278.97 ft Slope 0.0150 ftlft ---- _ Link ID SD-13 Up Invert 278.97 ft Length 68.91 ft Dn Invert 277.79 ftDia 0.67 ft_. nkSlope 0 0150 ftfft - --- -- -------- 279 --- IB: ft Dia A0 278.5 -- ftA 27 .76 g78 27 ,03 277.5 H 0 YI 277 ___V H i$ 27s --- 275.5 - 275 -- 274.5 --�.. f 1+00 1+10 Node ID: Rim (ft): Invert (ft): Min Pipe Cover (ft): Max HGL (ft): Link ID: Length (ft): Dia (ft): Slope (ft/ft): Up Invert (ft): Dn Invert (ft): Max Q (cfs): Max Vel (ftls): Max Depth (ft): Up Invert 277.79 ft Dn Invert 276.76 ft 1+20 1+30 1+40 1+50 1+60 1+70 1+80 1+90 2+00 2+10 2+20 2+30 2+40 2+50 2+60 2+70 2+80 2+90 Station (ft) 3+00 3+10 Out-1SD-8 CB-4 CB-9 CB-13 CB-14 282.34 281.19 284.20 283.15 275.03 276.76 277.79 278.97 279.80 4.58 2.73 4.56 2.69 275.24 277.16 278.11 279.05 279.85 SD-8 SD-13 SD-17 SD-18 8.62 68.91 78.57 55.06 1.00 0.67 0.67 0.67 0.2000 0.0150 0.0150 0.0150 276.76 277.79 278.97 279.80 275.03 276.76 277.79 278.97 1.69 0.73 0.05 0.02 13.97 4.50 2.15 2.44 0.21 0.31 0.06 0.05 Page 80 of 193 Taco Time, Federal Way Technical Information Report May 10th, 2013 Federal Way Taco Time 100 year stone Project Options nowUnits............................................................................. CFS Elevation Type...................................................................... Elevation Hydrology Method................................................................. Rational Time of Concentration (TOC) Method .................................. User -Defined Link Routing Method ........ ........................ »....:............ :......... Knematic Wave Enable Overflow Ponding at Nodes .................................... YES Skip Steady State Analysis Time Periods ............................ NO Number of Elements Qty RainGages........................................................................... 0 Subbasins.............................................................................. 13 Nodes.................................................................................... 21 Junctions...................................................................... 19 Outfalls......................................................................... 2 Flow Diversions........................................................... 0 Inlets............................................................................ 0 StorageNodes............................................................. 0 Links...................... ................................................ 19 Channels...................................................................... 0 Pipes............................................................................ 19 Pumps.......................................................................... 0 Orifices......................................................................... 0 Weirs............................................................................ 0 Outlets.......................................................................... 0 Pollutants............................................................................ 0 LandUses............................................................................ 0 Rainfall Details Return Period ....................................... ... _...:..................... 100 year(s) Page 1 of 21 Page 81 of 193 Taco Time, Federal Way Technical Information Report Federal Way Taco Time May 10th, 2013 100 year storm Subbasin Summary SN Subbasin Area Weighted Total Total Total Peak Time of ID Runoff Rainfall Runoff Runoff Runoff Concentration Coefficient Volume [ac] pn) (in) (ac-in) (dfs) (days hh:mm:ss) 1 DA10 0.02 0.5400 0.35 0.19 0.00 0.03 0 00:06:18 2 DA71 0.14 0.6700 0.35 0.24 0.03 0.32 0 00:06:18 3 DA12 0.13 0.8600 0.35 0.31 0.04 0.37 0 00:06:18 4 DA13 0.01 0.9000 0.35 0.32 0.00 0.04 0 00:06:18 5 DA14 0.02 0.3400 0.35 0.12 0.00 0.03 0 00:06:18 6 DA15 0.27 0.5800 0.35 0.21 0.06 0.53 0 00:06:18 7 DA16 1.51 0.6600 0.35 0.23 0.35 3.35 0 00:06:18 8 DA4 0.03 0.9000 0.35 0.32 0.01 0.09 0 00:06:18 9 DA5 0.03 0.6900 0.35 0.24 0.01 0.07 0 00:06:18 10 DAB 0.02 0.7800 0.35 0.28 0.00 0.04 0 00:06:18 11 DA7 0.07 0.8100 0.35 0.29 0.02 0.18 0 00:06:18 12 DAB 0.12 0.4600 0.35 0.16 0.02 0.19 0 00:06:18 13 DAB 0.32 0.7700 0.35 0.27 0,09 0.81 0 00:06:18 Page 2 of 21 Page 82 of 193 Taco Time, Federal Way Technical Information Report Federal Way Taco Time May 10th, 2013 100 year storm Node Summary SN Element Element Invert Ground/Rim Peak Max HGL Min ID Type Elevation (Max) Inflow Elevation Freeboard Elevation Attained Attained (ft) (ft) (cfs) (ft) (ft) 1 CB-1 TYPE 2 Junction 265.20 271.83 5.90 266.15 5.67 2 CB-10 Junction 279.58 283.05 0.03 279.64 3.41 3 CB-11 Junction 277.51 280.33 0.68 277.93 2.39 4 CB-12 Junction 277.60 280.41 0.37 277.89 2.52 5 CB-13 Junction 278.97 284.20 0.06 279.06 5.14 6 CB-14 Junction 279.80 283.15 0.03 279.86 3.29 7 CB-15 Junction 266.49 271.41 0.53 266.66 4.76 8 CB-16 Junction 284.00 291.89 3.35 284.31 7.57 9 CB-2 TYPE 2 Junction 265.29 272.91 5.40 266.19 6.72 10 CB-3 TYPE 2 Junction 269.50 281.15 2.33 269.95 11.20 11 CB-4 Junction 276.76 282.34 2.07 277.20 5.13 12 CBS Junction 276.96 280.86 1.13 277.40 3.45 13 CBS Junction 277.33 281.21 0.39 277.58 3.63 14 CB-7 Junction 277.70 281.57 0.36 277.94 3.63 15 CB-8 Junction 278.45 281.98 0.19 278.62 3.35 16 CB-9 Junction 277.79 281.19 0.91 278.15 3.04 17 CONTECH MH-1 Junction 265.43 280.14 2.28 267.93 12.21 18 CONTECH MH-2 Junction 267.37 280.64 2.36 269.63 11.01 19 Null Structure Junction 269.53 281.00 2.08 269.94 11.06 20 Out-1SD-1 Outfall 265.00 5.89 265.95 21 Out-1SD-8 Outfall 275.03 2.08 275.27 Page 3 of 21 Page 83 of 193 Taco Time, Federal Way ink Summary SN Element Element From ID Type (Inlet) Node Technical Information Report Federal Way Taco Time To (Outlet) Lengtlr Inlet Outlet Average Diameter or Manning's Peak Design Flow Peak Flow/ Peak Flow Peak Flow Peak Flow Node Invert Invert Slope Height Roughness Flow Capadity Design Flow Velocity Depth Depthl Elevation Elevation Ratio Total Depth Ratio ft in ds Ca '.' mcl it ISO-1 Pipe CB-1 TYPE 2 Out-150.1 A54 26520 265A0 15M 18-M 0.0120 5.89 8.05 0.73 4.98 0.95 0.63 2 SO.10 Pipe CB-6 CB-5 36.99 217.33 276.96 1.0000 8.000 0.0120 0.39 1.31 0.30 3.29 0.25 0.38 3 SO.11 Pipe CB-7 CB-6 37.11 217.70 27733 1.0000 8.000 00120 0.36 1.31 0.27 3.20 0.24 0.36 4 SD-12 Pipe CB-8 CV 75.21 278.45 277.70 1.0000 8.000 0.0120 0.18 1.31 0.14 3.93 0.17 0.25 5 SO-13 Pipe CB-9 CB-4 68.91 277.79 276.76 1.5000 8.000 0.0120 0.90 1.60 0.56 4.75 0.36 0.53 6 SD-14 Pipe CB-10 CB-9 5122 279.58 277.79 3,5000 8.000 0.0120 0.03 2.45 0.01 2.48 0.05 0.08 7 SO-15 Pipe CB-11 CIM 110.49 277.51 276.96 0.5000 8.000 0.0120 0.67 0.93 0.72 3.14 0.42 0.63 B SO.16 Pipe CB-12 CV 18.39 217.60 277.51 0,5000 8.000 0.0120 0.37 0.92 0.40 2.72 0.29 0.44 9 SD-17 Pipe CB-13 CB-9 78.57 278.97 277.79 1,5000 8.000 00120 0.06 1.60 0.04 227 0.09 0.14 10 SD-18 Pipe CB-14 CB-13 55.06 279.80 278.97 1,5000 8.000 0.0120 0.03 1.60 0.02 2.58 0.06 0.09 11 SD-19 Pipe CB-15 CB-1 TYPE 2 15.19 266.49 265.20 8.5000 8.000 0.0120 0.53 3.82 0.14 7.68 0.17 0.25 12 SD-2 Pipe CB-2 TYPE 2 CB-1 TYPE 2 18.90 265.29 26520 0.5000 18.000 0.0120 5.38 8.05 0.67 4.88 0.90 0.60 13 SD-3 Pipe CONTECH MH-1 CB-2 TYPE 2 27.39 265.43 26529 0.5000 12000 0.0120 2.21 2.73 0.81 4.00 0.66 0.66 14 SD-4 Pipe CONTECH MH-2 CONTECH MH-1 28.74 267.37 267.23 0.5000 12.000 0.0120 2.28 2.73 0.83 4.07 0.67 0.67 15 SD-5 Pipe CB-3 TYPE 2 CONTECH MH-2 15.89 269.50 269.17 2.0500 12.000 00120 2.36 5.53 0.43 6.80 0.46 0.46 16 SD-6 Pipe Null Structure CB-3 TYPE 2 5.59 269.53 269.50 0.5000 36.000 0.0120 2.33 51.09 0.05 3.83 0.42 0.14 17 SD-7 Pipe CB-16 CB-2 TYPE 2 192.84 284.00 26529 9.7000 18.000 0.0120 3.32 35.44 0.09 16.01 0.31 0.21 18 SD-8 Pipe CB-4 Out-1Sm 8.62 276.76 275.03 20.0000 12.000 00120 2.08 1716 0.12 14.80 0.23 0.23 19 SD-9 Pipe CB-5 CB-4 39.95 276.96 276.76 0.5000 12.000 0.0120 1.12 2.73 0.41 3.32 0.45 0.45 May 10th, 2013 100 year storm Page 4 of 21 Page 84 of 193 Taco Time, Federal Way Technical Information Report Federal Way Taco Time May 10th, 2013 100 year storm Subbasin Hydrology Subbasin: DA10 Input Data Area(ac)..................................................... 0.02 Weighted Runoff Coefficient ....................... 0.5400 Subbasin Runoff Results Total Rainfall (in) ......................................... 0.35 Total Runoff (in) .......................................... 0.19 Peak Runoff [cfs]........................................ 0.03 Rainfall Intensity ........................................ 3.356 Weighted Runoff Coefficient ....................... 0.5400 Time of Concentration (days hh:mm:ss) ..... 0 00:06:16 Page 5 of 21 Page 85 of 193 Taco Time, Federal Way Technical Information Report May 10th, 2013 Federal Way Taco Time 100 year storm Subbasin : DA11 Input Data Area(ac)..................................................... 0.14 Weighted Runoff Coefficient ....................... 0.6700 Subbasin Runoff Results Total Rainfall (in) ., „..„..,„. ... .. .. 0.35 Total Runoff (in) ...._:............. ... ... 0.24 Peak Runoff (cfs)........................................ 0.32 Rainfall Intensity .......................................... 3.356 Weighted Runoff Coefficient ....................... 0.6700 Time of Concentration (days hh:mm:ss) ..... 0 00:06:18 Page 6 of 21 Page 86 of 193 Taco Time, Federal Way Technical Information Report May 10th, 2013 Federal Way Taco Time 100 year storm Subbasin : DA72 Input Data Area(ac)..................................................... 0.13 Weighted Runoff Coefficient ....................... 0.8600 Subbasin Runoff Results Total Rainfall (in) ......................................... 0.35 Total Runoff (in) .......................................... 0.31 Peak Runoff (ots)........................................ 0.37 Rainfall Intensity .......................................... 3.356 Weighted Runoff Coefficient ....................... 0.8600 Time of Concentration (days hh:mm:ss) ..... 0 00:06:18 Page 7 of-21 Page 87 of 193 Taco Time, Federal Way Technical Information Report May 10th, 2013 Federal Way Taco Time 100 year stone Subbasin : DA13 Input Data Area(ac)..................................................... 0.01 Weighted Runoff Coefficient ....................... 0.9000 Subbasin Runoff Results Total Rainfall (in) ......... _..... __..................— 0.35 Total Runoff (in) .......................................... 0.32 Peak Runoff (cfs)........................................ 0.04 Rainfall Intensity .......................................... 3.356 Weighted Runoff Coefficient ....................... 0.9000 Time of Concentration (days hh:mm:ss) ..... 0 00:06:18 Page 8 of 21 Page 88 of 193 Taco Time, Federal Way Technical Information Report May 10th, 2013 Federal Way Taco Time 100 year storm Subbasin : DA14 Input Data Area (ac) .......................... ........ ............. 0.02 Weighted Runoff Coefficient ....................... 0.3400 Subbasin Runoff Results Total Rainfall (in) ......................................... 0.35 Total Runoff (in) .......................................... 0.12 Peak Runoff (cfs) .............. ..................... .... 0.03 Rainfall Intensity .........„... ............. 3.356 Weighted Runoff Coefficient ....................... 0.3400 Time of Concentration (days hh:mm:ss) ..... 0 00:06:18 Page 9 of 21 Page 89 of 193 Taco Time, Federal Way Technical Information Report Federal Way Taco Time May 10th, 2013 100 year stone Subbasin : DA15 Input Data Area (ac) ................. ............ ................... 0.27 Weighted Runoff Coefficient ....................... 0.5800 Subbasin Runoff Results Total Rainfall (in),. »„„.. „......... ...:........... 0.35 Total Runoff (in) ..„„ „.„.»:.::: »..:::» .: 0.21 Peak Runoff (cfs)........................................ 0.53 Rainfall Intensity .......................................... 3.356 Weighted Runoff Coefficient ....................... 0.5800 Time of Concentration (days hh:mm:ss) ..... 0 00:06:18 Page 10 of 21 Page 90 of 193 Taco Time, Federal Way Technical Information Report May 10th, 2013 Federal Way Taco Time 100 year storm Subbasin : DA16 Input Data Area(ac)..................................................... 1.51 Weighted Runoff Coefficient ....................... 0.6600 Subbasin Runoff Results Total Rainfall (in) ......................................... 0.35 Total Runoff (in) ............................... ...... 0.23 Peak Runoff (ds)........................................ 3.35 Rainfall Intensity ........................................ 3.356 Weighted Runoff Coefficient ....................... 0.6600 Time of Concentration (days hh:mm:ss) ..... 0 00:06:18 Page 11 of 21 Page 91 of 193 Taco Time, Federal Way Technical Information Report May 10th, 2013 Federal Way Taco Time 100 year storm Subbasin : DA4 Input Data Area(ac)..................................................... 0.03 Weighted Runoff Coefficient ....................... 0.9000 Subbasin Runoff Results Total Rainfall (in) ......„ .....................0.35 Total Runoff (in) .......................................... 0.32 Peak Runoff (cfs)........................................ U9 Rainfall Intensity .......................................... 3.356 Weighted Runoff Coefficient ....................... 0.9000 Time of Concentration (days hh:mm:ss) ..... 0 00:06:18 Page 12 of 21 Page 92 of 193 Taco Time, Federal Way Technical Information Report May 10th, 2013 Federal Way Taco Time 100 year stone Subbasin : DA5 Input Data Area(ac)..................................................... 0.03 Weighted Runoff Coefficient ....................... 0.6900 Subbasin Runoff Results Total Rainfall(in).....................................,..- 0.35 Total Runoff (in) ------------------------- 0.24 Peak Runoff (cfs)........................................ 0.07 Rainfall Intensity .......................................... 3.356 Weighted Runoff Coefficient ....................... 0.6900 Time of Concentration (days hh:mm:ss) ..... 0 00:06:18 Page 13 of 21 Page 93 of 193 Taco Time, Federal Way Technical Information Report Federal Way Taco Time May 10th, 2013 100 year storm Subbasin : DAIS Input Data Area(ac)..................................................... 0.02 Weighted Runoff Coefficient ....................... 0.7800 Subbasin Runoff Results Total Rainfall (in) ......................................... 0.35 Total Runoff (in) .......................................... 0.28 Peak Runoff (cfs).......... ..... ._....... ... „......... U4 Rainfall Intensity .................. 3.356 Weighted Runoff Coefficient ....................... 0.7800 Time of Concentration (days hh:mm:ss) ..... 0 00:06:18 Page 14 of 21 Page 94 of 193 Taco Time, Federal Way Technical Information Report May 10th, 2013 Federal Way Taco Time 100 year storm Subbasin : DA7 Input Data Area(ac).................................................... 0.07 Weighted Runoff Coefficient ....................... 0.8100 Subbasin Runoff Results Total Rainfall (iny....................................... 0.35 Total Runoff (in) ........................................ 0.29 Peak Runoff (afs)................................—... 0.18 Rainfall Intensity .......................................... 3.356 Weighted Runoff Coefficient ....................... 0.8100 Time of Concentration (days hh:mm:ss) ..... 0 00:06:18 Page 15 of 21 Page 95 of 193 Taco Time, Federal Way Technical Information Report May 10th, 2013 Federal Way Taco Time 100 year storm Subbasin : DA8 Input Data Area(ac)..................................................... 0.12 Weighted Runoff Coefficient ....................... 0.4600 Subbasin Runoff Results Total Rainfall (in) ....... .............................., 0.35 Total Runoff (in) .......................................... 0.16 Peak Runoff (cfs)........................................ 0.19 Rainfall Intensity .......................................... 3.356 Weighted Runoff Coefficient ....................... 0.4600 Time of Concentration (days hh:mm:ss) ..... 0 00:06:18 Pago 16 of 21 Page 96 of 193 Taco Time, Federal Way Technical Information Report Federal Way Taco Time May 10th, 2013 100 year storm Subbasin : DA9 Input Data Area (ac) ...................... 0.32 Weighted Runoff Coefficient ....................... 0.7700 Subbasin Runoff Results Total Rainfall (in) .... . .......... :::..::..::::...::..::.. 0.35 Total Runoff (in) ...................................... 0.27 Peak Runoff (cfs)........................................ 0.81 Rainfall Intensity .......................................... 3.356 Weighted Runoff Coefficient ....................... 0.7700 Time of Concentration (days hh:mm:ss) ..... 0 00:06:18 Page 17 of 21 Page 97 of 193 Taco Time, Federal Way Technical Information Report Federal Way Taco Time May 10th, 2013 100 year storm Junction Input SN Element Invert Ground/Rim Ground/Rim Minimum ID Elevation (Max) (Max) Pipe Elevation Offset Cover (ft) (ft) (ft) (in) 1 CB-1 TYPE 2 265.20 271.83 6.63 0.00 2 CB-10 279.58 283.05 3.46 0.00 3 CB-11 277.51 280.33 2.82 0.00 4 CB-12 277.60 280.41 2.81 0.00 5 CB-13 278.97 284.20 5.23 0.00 6 CB-14 279.80 283.15 3.35 0.00 7 CB-15 266.49 271.41 4.92 0.00 8 CB-16 284.00 291.89 7.89 0.00 9 CB-2 TYPE 2 265.29 272.91 7.62 0.00 10 CB-3 TYPE 2 269.50 281.15 11.65 0.00 11 CB-4 276.76 282.34 5.58 0.00 12 CB-5 276.96 280.86 3.90 0.00 13 CB-6 277.33 281.21 3.88 0.G0 14 CB-7 277.70 281.57 3.87 0.00 15 CB-8 278.45 281.98 3.53 0.00 16 CB-9 277.79 281.19 3.40 0.00 17 CONTECH MH-1 265.43 280.14 14.71 0.00 18 CONTECH MH-2 267.37 280.64 13.26 0.00 19 Null Structure 269.53 281.00 11.47 0.00 Page 18 of 21 Page 98 of 193 Taco Time, Federal Way Technical Information Report Federal Way Taco Time May 10th, 2013 100 year storm Junction Results SN Element Peak Peak Max HGL Max HGL ID Inflow Lateral Elevation Depth Inflow Attained Attained (cfs) (cfs) (ft) (ft) 1 CB-1 TYPE 2 5.90 0.00 266.15 0.95 2 CB-10 0.03 0.03 279.64 0.06 3 CB-11 0.68 0.32 277.93 0.42 4 CB-12 0.37 0.37 277.89 0.29 5 CB-13 0.06 0.04 279.06 0.09 6 CB-14 0.03 0.03 279.86 0.06 7 CB-15 0.53 0.53 266.66 0.17 8 CB-16 3.35 3.35 284.31 0.31 9 CB-2 TYPE 2 5.40 0.00 266.19 0.90 10 CB-3 TYPE 2 2.33 0.00 269.95 0.45 11 CB-4 2.07 0.08 277.20 0." 12 CB-5 1.13 0.07 277.40 0.44 13 CB-6 0.39 0.04 277.58 0.25 14 CB-7 0.36 0.18 277.94 0.24 15 CB-8 0.19 0.19 278.62 0.17 16 CB-9 0.91 0.81 278.15 0.36 17 CONTECH MH-1 2.28 0.00 267.93 2.50 18 CONTECH MH-2 2.36 0.00 269.63 2.26 19 Null Structure 2.08 2.08 269.94 0.41 Page 19 of 21 Page 99 of 193 Taco Time, Federal Way Technical Information Report Federal Way Taco Time May 10th, 2013 100 year storm Pipe Input SN Element Length Inlet Outlet Total Average Pipe Pipe Manning's Entrance Exit/Bend Additional ID Invert Invert Drop Slope Shape Diameter or Roughness Losses Losses Losses Elevation Elevation Height (ft) (ft) (ft) (ft) (%) (in) 1 SD-1 39.54 265.20 265.00 0.20 0.5000 CIRCULAR 18.000 0.0120 0.5000 0.5000 0.0000 2 SD-10 36.99 277.33 276.96 0.37 1.0000 CIRCULAR 8.040 0.0120 0.5000 0.5000 0.0000 3 SD-11 37.11 277.70 277.33 0.37 1.0000 CIRCULAR 8.040 0.0120 0.5000 0.5000 0.0000 4 SD-12 75.21 278.45 277.70 0.75 1.0000 CIRCULAR 8.040 0.0120 0.5000 0.5000 0.0000 5 SD-13 68.91 277.79 276.76 1.03 1.5000 CIRCULAR 8.040 0.0120 0.5000 0.5000 0.0000 6 SD-14 51.22 279.58 277.79 1.79 3.5000 CIRCULAR 8.040 0.0120 0.5000 0.5000 0.0000 7 SD-15 110.49 277.51 276.96 0.55 0.5000 CIRCULAR 8.040 0.0120 0.5000 0.5000 0.0000 8 SD-16 18.39 277.60 277.51 0.09 0.5000 CIRCULAR 8.040 0.0120 0.5000 0.5000 0.0000 9 SD-17 78.57 278.97 277.79 1.18 1.5000 CIRCULAR 8.040 0.0120 0.5000 0.5000 0.00W 10 SD-18 55.06 279.80 278.97 0.83 1.5000 CIRCULAR 8.040 0.0120 0.5000 0.5000 0.0000 11 SD-19 15.19 266.49 265.20 1.29 8.5000 CIRCULAR 8.040 0.0120 0.5000 0.5000 0.0000 12 SD-2 18.90 265.29 265.20 0.09 0.5000 CIRCULAR 18.000 0.0120 0.5000 0.5000 0.0000 13 SD-3 27.39 265.43 265.29 0.14 0.5000 CIRCULAR 12.000 0.0120 0.5000 0.5000 0.0000 14 SD-4 28.74 267.37 267.23 0.14 0.5000 CIRCULAR 12.000 0.0120 0.5000 0.5000 0.0000 15 SD-5 15.89 269.50 269.17 0.33 2.0500 CIRCULAR 12.000 0.0120 0.5000 0.5000 0.0000 16 SD-6 5.59 269.53 269.50 0.03 0.5000 CIRCULAR 36.000 0.0120 0.5000 0.5000 0.0000 17 SD-7 192.84 284.00 265.29 18.71 9.7000 CIRCULAR 18.000 0.0120 0.5000 0.5000 0.0000 18 SD-8 8.62 276.76 275.03 1.72 20.0000 CIRCULAR 12.000 0.0120 0.5000 0.5000 0.0000 19 SD-9 39.95 276.96 276.76 0.20 0.5000 CIRCULAR 12.000 0.0120 0.5000 0.5000 0.0000 Page 20 of 21 Page 100 of 193 Taco Time, Federal Way Technical Information Report Federal Way Taco Time May 10th, 2013 100 year storm Pipe Results SN Element Peak Time of Design Flow Peak Flow/ Peak Flow Travel Peak Flow Peak Flow ID Flow Peak Flow Capacity Design Flow Velocity Time Depth Depth/ Occurrence Ratio Total Depth Ratio [Cls] (days hh'm ) (cis] PUSPO fmin) (ft) 1 SD-1 5.89 0 00:06 8.05 0.73 4.98 0.13 0.95 0.63 2 SD-10 0.39 0 00:06 1.31 0.30 3.29 0.19 0.25 0.38 3 SD-11 0.36 0 00:06 1.31 0.27 3.20 0.19 0.24 0.36 4 SD-12 0.18 0 00:06 1.31 0.14 3.93 0.32 0.17 0.25 5 SD-13 0.90 0 00:06 1.60 0.56 4.75 0.24 0.36 0.53 6 SD-14 0.03 0 00:06 2.45 0.01 2.48 0.34 0.05 0.08 7 SD-15 0.67 0 00:07 0.93 0.72 3.14 0.59 0.42 0.63 8 SD-16 0.37 0 00:06 0.92 0.40 2.72 0.11 0.29 0.44 9 SD-17 0.06 0 00:07 1.60 0.04 2.27 0.58 0.09 0.14 10 SD-18 0.03 0 00:06 1.60 0.02 2.58 0.36 0.06 0.09 11 SD-19 0.53 0 00:06 3.82 0.14 7.68 0.03 0.17 0.25 12 SD-2 5.38 0 00:06 8.05 0.67 4.88 0.06 0.90 0.60 13 SD-3 2.21 0 00:00 2.73 0.81 4.00 0.11 0.66 0.66 14 SDA 2.28 0 00:00 2.73 0.83 4.07 0.12 0.67 0.67 15 SD-5 2.36 0 00:00 5.53 0.43 6.80 0.04 0.46 0.46 16 SD-6 2.33 0 00:00 51.09 0.05 3.83 0.02 0.42 0.14 17 SD-7 3.32 0 00:06 35.44 0.09 16.01 0.20 0.31 0.21 18 SD-8 2.08 0 00:06 17.26 0.12 14.80 0.01 0.23 0.23 19 SD-9 1.12 0 00:07 2.73 0.41 3.32 0.20 0.45 0.45 Page 21 of 21 Page 101 of 193 Taco Time, Federal Way Technical Information Report May 10th, 2013 Profile Plot 285.5 285 284.5 284 283.5 283 281.5 281 277.5 277 275.5 Q 275 V 274.5 ar 274 Lu 273.5 273 272.5 271.5 271 270.5 270 267.5 267 Node ID: Rim (ft): Invert (ft): Min Pipe Cover (ft): Max HGL (ft): Link ID: Length (ft): Dia (ft): Slope (ft/ft): Up Invert (ft).- Dn Invert (ft): Max Q (cfs): Max Vel (ftls): Max Depth (ft): Main Street Storm Sewer N M N i i i PO W _a.. -,.- _ -A_ .. _1--------,,. _ _ ...-.A---.-.__,_ _-_ _ -_-_--_ A_--____. 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F ; PO ^r M -------------+-------- ------- -------- ------- -------- -------- ----- 7! b-----r-^----- -----------�- , . 1 i . .i w N rf r LI k ID 6 , '----.---s_..--...� »-.---j--.....-L- , -----..r.-------;--.----�.d .-`;--------'--------s-- N � -------• ---'- - -: " U) - IN : L gth 5.5 ft -----'-------- I - - - - - - -- -� �-----*---------------------m--�•- - -- is 3.00 t .... �. _ _ .J. ----- -------- --------- I..__.._ : ........ J-------- ------ Ll rl_ _____;-_______-________,____o _L _ .I op :0.005 ft _____• � N A ------------ ------------------- ------ I-------- -------- -------W-----*-------- -- --- - -- - alnPert 269 53 - Link ID $DS-5 ________J________L_______J________L________-________I________l_____a A _------________---------s----- - 'r In -- ri I Length9 ft 26 50 - ------------- -1-------- r------- -'-------- --------------- ---------------- Dia1.00ft '-; - - - -- --- ----------------- -----------.� ___----� ----- - . Slope 0.0205 ft/ft ---;- -- .w; - -- ------- -------;----------------^I------- - --- r Up Invert 269.50 ft ----�- - Link ID SD-4 --------- 1-------- ;------- I -------- ;-------- ;-------- 1--- Dn Invert 269.17 ft -- "`, ------------r------- �------ Length28.74ft ; rl�- ---- -^---- ----�- o - Dia 1.00 ft Link m SD-2 Slope 0.0050 ftlft - - -`-e�m------i-------"r-------;---4kaDSD - --�- N 54 ft Length 1 t3.90 ft Link ID SD-3 Up Invert 267.37 ft - -- --- -- ------ -- ------'- A) I Dia 1.50 ft Dia 1.50 ft Length 27.39 ft Dn Invert 267.23 ft ---� i+------i--------r-----__- ' Slope 0.0050 ft/ft Dia 1.00 ft o - - - - - - $ - - - _ _ _ _ - Slope rt 2 ft/ft Slope 0.0050 Rift - - - - - - - _ _ - - - - _; . _ .. _ Up Invert 265.20 ft Up Invert 265.29 ft Dn kivert 265.00 ft Dn Invert 265.20 ft Up hwert 265.43 ft - - -- ----- Dn Invert 265.29 ft ---- ;- 1+00 1+05 1+10 1+15 1+20 1+25 1+30 1-25 1+40 1+45 1+50 1+55 1+60 1+65 1+70 1+75 1+80 1+85 1+90 1+95 2+00 2+05 2+10 2+15 2+20 2+25 2+30 2+35 2+40 Station (ft) Out-1SD-1 CB-1 TYPE 2 CB-2 TYPE 2 CONTECH MH-1 CONTECH MH-2 CB-3 TYPE I Aull Structure 271.83 272.91 280.14 280.64 281.15 281.00 265.00 265.20 265.29 265.43 267.37 269.50 269.53 5.13 6.12 11.91 10.46 8.65 8.47 265.95 266.15 266.19 267.93 269.63 269.95 269.94 SD-1 SD-2 SD-3 SD-4 SD-5 SD-6 39.54 18.90 27.39 28.74 15.89 5.59 1.50 1.50 1.00 1.00 1.00 3.00 0.0050 0.0050 0.0050 0.0050 0.0205 0.0050 265.20 265.29 265.43 267.37 269.50 269.53 265.00 265.20 265.29 267.23 269.17 269.50 5.89 5.38 2.21 2.28 2.36 2.33 4.98 4.88 4.00 4.07 6.80 3.83 0.95 0.90 0.66 0-E7 0-46 0.42 Page 102 of 193 Taco Time, Federal Way Technical Information Report May 10th, 2013 Profile Plot Main Street Storm Sewer I 299 --- ---- ------- -II ------------------------- ------- - -- - ---rf -------------------------- -----` ----r-------- -------- --------r-------------- ---------- --------A---------; --------; -------- '----- `---�= -`--G- - I II 1 1 1 1 1 1 1 1 k I _ w I I <_ I 1 -�«�--- 297 --------------r----------------------- -------------------------------;---------;--------'------------------------------------ ` I` i` 1 I I --------a-------- ;-------------------------- -------'-------- ;---------;------------------,-------- N 296 ____!__--__-.4..-...-.J---.--___'_--______e________J_____--_-r------- ---------- -.-__-_�--------- --------- --------- _ _.._-_.-_---._---L._.--.-- --------- _ ------------------- -------- --------- _------------------ ____--- - I I I I I I I I I I I I 295 I I I - - --------- ----------------------;------- --- -- ------ - ------- ' -----------------------------------------------L....`.. - I' I I i - -^..... - -------;----------------- -----------------�---------r----- I ------------- - - --- ' I - V... 1 I I r 1 1 I I I i i 1 � '; 1 1 !I _--.----_I 1 I I 1, IP1 II , i1 ... _._.__. -------- `------------------- 1�1I 1 _ -I 4 ' iJ--- 1 I I I 1 1 1 1 I 1 -'---- .L. ' ..- I . I I I 1 1 I I I r 1 I i 1 i 290 1 - � I I I� --- J ------ ..-..� - _�_---- ------ 1------------- - - ' ------ ' -------i-------- [ ---------------- ' ------ 1 ------ '------- 1 ------ ----- - - ' ------ ------ I - .1.. _J__ _L_ _J r 1 I I 1 I I I I I I i ; I 1 1 1 1 ' Length 192.84 ft r zg ._-..4_.--____C________J___--____I____._._.i________J_________L________J________J_________L-_______J....-----I_________1_-____. _J_________L r 1 1 I 1 I I I I I I I 1 1 1 I ! I f I I I I I 1 1 ________J________ I I �_________L__-___-. J...-..___l________ I 1 1 Dia 1.5U ft• 1 1 _ _______J_________ I 1 I I I I .�1 288 __-__,.--------L.------.J-----____L__.--___1________J_________L________J__________________L__________________L_______-1__--_.--J_________L_____ 1 i {{Qf0 ft .____L_____-_-J._..... -�•`..`r. `�'.•..• 1 __L__._____; ________J 287 r 1 --- -------L------- -----------------'-----------------`---'--'-'--------- -- - L -- ---- -�----A--------J---------L------up�avert2mobfL------' ---- -I I -------- '--- --�---- s� f r Dn ¢inert 2652� ft ' 286 1________J_________L________J__________________L________J_--______L________ 1__---._ --___.-. ---- 1_________L-------- J_________L-------- f 1 _C._..____ / ___ ______L___-____J- 1 285 I I I I I I , I r 1 ____J_________L________J_________L_______-1________J_________L________J_________I--------- L_________I--------- II_________A___----.J--____---C 1 -------- 1 1 ,----------------- L________ _ 284 I I I � I I I I I ____J--------- L__-_____J_-_______L________1________J_______-_L-------- J_________I_________L-------- J--------- L________1........ J__----,--,.C.____.__J 1 1 I I I I I I I I I I 1 I 1 --------- I_________ I I ____. 1 1 1 I I I I I I L________!_________L-------- 1________J--------- L________J________J--------- L-------- J--------- L-------- 1__.-..-..J--------- I I I I I I I I I I f 1 L____.___J._____._.1 f 1 r+ 282 I I I I 1 1 I I I I I 1 I ______________L________J_________L________i________J_________L_-______J_________i_________L________i-________L_______-1__---... J.- ._--_-i._.---.- 1 1 I I I I 1 I I I 1 I I I , I I I 1 1 � I I I I I 1 _____I--------- L-------- J_____-___I_________1________J________.�-------- J...._-.--�--------- L-------- J--------- L__.-...-_1-------- _____... 1 ___.. C281 W Q� 280 I i I I 4 1 1 1 1 1 1 I I I N I 1 I 1 1 1 1 1 I ------'--------- L-------- J---------'---------1-------- '-----p`--L�------ J---------'--------- L--------J---------L-------- +--------J -_ _ ---• -- ul 1 1 y. w f/r 1 1 p 1 I I i I I I I I 279 •-----'---------L--------J---------L------°�'--u--'--J-------- - '---------L--------J---------L-------- I I I I W 1 ------ 278 I I I I I 1 I I I .. F ----'---------L-------- J--------- L ------ b----- jP --'-- N- N `-•--�.........--------- L-------- J-----' ------- 1 [`.aJ E1 ly 1 277 ______________L-------- J________-L------ J / _____-______ Ly+J-_ .�..._....-.----.;_______ y� _ _ �.� .L- ------- I I I I llrj M A 1 I I 1 1 I V �, � I ... .. o:- - 'J6 M n ____J______.-_L.------.J--------_L.._______ s'{y_____J_______ _L-.._-.J-_._____:_ 275 I I I � 1 A + ----------------- N SI _ ------ 1 1 r I ___I 1 I 1 _a- 4J H I I 1 iO 1 I- o ;k Link ID SD-2 1 --• --'�--"�-Length 18.90 ft ------ 270 --A u-------;-Dia1.50ft jk�� 269 --- a Slope 0.0050 ft/ft--- °a p Invert 265.29 268 Invert 265.00 ft n Invert 265.20 267 �Dn ---- ------- 266 ------ 264 ---- - `----- Node ID: Rim (ft): Invert (ft): Min Pipe Cover (ft): Max HGL (ft): Link ID: Length (ft): Dia (ft): Slope (ft/ft): Up Invert (ft): Dn Invert (ft): Max Q (cfs): Max Vel (ftls): Max Depth (ft): 1+00 1+10 1+20 1+30 1+40 1+50 1+60 1+70 1+80 1+90 2+00 2+10 2+20 2+30 2+40 2+50 2+60 2+70 2+80 2+90 3+00 3+10 3+20 3+30 3+40 3+50 Station (ft) Out-1 SD-1 CB-1 TYPE 2 CB-2 TYPE 2 CB-16 271.83 272.91 291.89 265.00 265.20 265.29 284.00 5.13 6.12 6.39 26595 266.15 266.19 284.31 SD-1 SD-2 SD-7 39.54 18.90 192.84 1.50 1.50 1.50 0.0050 0.0050 0.0970 265.20 265.29 284.00 265.00 265.20 265.29 5.89 5.38 3.32 4.98 4.08 16.01 0.95 0.90 0.31 Page 103 of 193 Taco Time, Federal Way Technical Information Report May 10th, 2013 284.5 284 283.5 283 282.5 282 281.5 281 280 0 279.5 V w 279 278 277.5 277 276.5 276 275.5 275 Node ID: Rim (ft): Invert (ft): Min Pipe Cover (ft): Max HGL (ft): Link ID: Length (ft): Dia (ft): Slope (ft/ft): Up Invert (ft): Dn Invert (ft): Max Q (cfs): Max Vel (ftls): Max Depth (ft): Profile Plot Main Street Storm Sewer �- ---------- -------• u---'----`-•------'------ ---r------- --------- ---- --- ------ ---------- • - - - -- - - - - -- - - - - - - - - -------- -- - - -- - - - - - - - - - - -- - - - - - -- - - - - -- ----- - - - - -- - - - - -- - - - ------- - - - - -- ---- '''' r r LL r r r r --� r r r-----�-- �'_w 1'--- '------'----- '------'----- '---- - - --- - ' --- r ------ , , r r --- r r r r r �--- � r ,. r Prl dr i ID r r , , r r r r r � r r r tf !_'-_'_L ___-,2_--O •t --- �------�------'..__-`-�----- �------�------�------- -- -- -_ ' - - -- - -• •-'--i'---- ----''-R-- --- ------=-- -T------ - - - l ---- - - - - - - - ! ---- L .-. .-._ _.. .' r r , , r , , r , r i � i -- -- r r r r r r r r , r r r r r ; N% i r r r r ------->-------.-- •-----------'-----•'------------- •__.:.------�- �-----•-----a---------------- ---------•----- --^------------ ------ ----- ------ ----- ----- ---- ----- --- ---- ---- -- --------------- r r , , r r r r r r , , r ' : i ' G9 1D: 'b ' r r r r r i r r r i r i r r- r ' W r r , r r U OD[� r r r A.)m r , -`r- r r , �D � N r i i r r r i r i r ri JJ rl r r w� , r r , � - i-----`_---- -' i e `7'----'i -----�------�--� mr---_.-5-____ _..__L ... i_____________ __--'--i _- i-' --'--i-----'i-----'i----- -_"_.__-_-__- - ^- -i---� qa-'�J_---'-----`S_---_1-4- --- ---- r AU . [+ @ U r, N � i! y i r r �+-A ------------r•---------_-•------------ ------------------'i------•r -----�------•------ »-------------_ �- ---- --- NN ` r r � �__ ..- i ---^-----�- �------, r i r , , r r . , TS b .� r , e r -----f---- - ------ , r �______; _ Link IDSD-16 Link ID SD-15 ---- Link ID SD-9 Length 110.49 tt Length 18.39 ft - _;.Ldt SD- Length 39.95 Ift Dia 0.67 ft Dia 0.67 ft 8.62 ft Dia 1.00 ft Slope 0.0050 ftlft Slope 0.0050 ftlft - Dia .00 ft Slope 0.0050 ft/ft Up Invert 277.51 ft Up Invert 277.60 ft Scope 2000 fft Up Invert 276.96 ft Dn Invert 276.96 ft Dn Invert 277.51 ft - - - - - v rt 276- 6 fi Dn Invert 276.76 ft ; - 275. 3 fl_ -- rrM 1-0 o,r A i W O -------- ------ - , , r r , , , , , , , A 0+95 1+00 1+05 1+10 1+15 1+20 1+25 1+30 1+35 1+40 1+45 1+50 1+55 1+60 1+65 1+70 1+75 1+80 1+85 1+90 1+95 2+00 2+05 2+10 2+15 2+20 2+25 2+30 2+35 2+40 2+45 2+50 2+55 2+60 2+65 2+70 2+75 2+80 Station (ft) Out-1SD-8 CB-4 CB-5 CB-11 CB-12 282.34 280.86 280.33 280.41 275.03 276.76 276.96 277.51 277.60 4.58 2.90 2.15 2.14 275.27 277.20 277.40 277.93 277.89 SD-8 SD-9 SD-15 SD-16 8.62 39.95 110.49 18.39 1.00 1.00 0.67 0.67 0.2000 0.0050 0.0050 0.0050 276.76 276.96 277.51 277.60 275.03 276.76 276.96 277.51 2.08 1.12 0.67 0.37 14.80 3.32 3.14 2.72 0.23 0.45 0.42 0-29 Page 104 of 193 Taco Time, Federal Way Technical Information Report May 10th, 2013 Profile Plot Main Street Storm Sewer 284.5 ----+-------^----a--------y-----------•- --- --------F--------;_.:.--- .___.--------- --------- _ -` - -- ----------- ----------------- - - -- - __... . _--- ----+- - - - -- - - -- - - - F- ------- - - - - -_ -_ _.-_- ._ - - - - -- +---- - - - - -- +---- � J LPG ................. 1 i Ll Lb r I w__________�___________!___-------- L___ __ _________ r 1 ' ------------ ------------ _________ ___._______ _________.___________-_ ------------------- 1 i 1 1 1 -------- . ----------- _...------- _----------- 1 ------------------------ 1 1 " _ _________- �� .. ppVO L) r- 1 , , 1 1 1 1 1 1 ; u iLfj L ;5 .___ti__ __(}jV___ j N ' ' ___ __________ __________ ___ _ __________ - -_______ ___-__________________ - - - 1 _______-__ w �� 1 N [� � 1 r 1 �. u G _;_ _________ _________---_._--_-_------ _;_ _; ; - i -------- -i- -.._-. �� ice__ __ 1 tM OP 1 1 L1 1 •1. 1 1 1 1 1 U M r, 283 ------------- a----------'-----------;-----------�-- sr------- ----------------------------- +�,- - ------------------- -� - - -- - --- - - ---------------------------------------- -ti---- -1- - `-------------------- ��-aWi K 'y --- H w �o rn N 1` 1 , 282.5 _____,__________ .................. LQ w Ot i U N N_:__-----.-. F H W a1 7M i ...•____-_____ 1 ____-_.____________ __-________ _______ , _-___-_-___ _-__________ _ ____ ___.____.__ ___________ __.._______ __________ -------------- I T ---------- 1 .-----_ 1 i U ODD r+ 1 r H OD N S01 1 282`1 --------------1 ' �y x_~_ ___.-__ __ ;11 0 11 1 1. HM ' , 1 ................................................_ 281 ----- -- ---------------- i- ---- 280.5 ----- ----- ----- Link ID SD-12 Length 75.21 ft 280---- �---- Dia 0.67 ft - -- - v I Slope 0.0100 ft/ft 279.5 _ _ - - - - ! Link ID SD-11 Up Invert 278.45 ft r > ! Link ID SD-9 Link ID SD-10 Length 37.11 ft Dia 0.67 ft Dn Invert 277.70 ft ui 279 - - - - -Lkik.l? S© Length 39.95 ft Length 36.99 ft Slope 0.0100 ft/ft - - - - - - � 8. ft Dia 1.00 ft Dia 0.67 ft Up invert 277.70 ft ; 27$ 5 Dia Do Slope 0.0050 ftlft Slope 0.0100 ft/ft Dn Invert 277.33 ft _ '---- Slope z00 it. Up Invert 276.96 ft Up Invert 277.33 ft 1 t�):V 276 76 . Dn Invert 276.76 ft Dn Invert 276.96 ft _ �"`Y 278 . 275 03 _ -� �- _ � - ` ---- - _ 277.5 -- '' 1 1 4 , r+ L N 4, 277 ___ki. e a 1 276.5 - - -� +� 276 -- 275.5 - - - 275 ----- --;---^- 274.5 -----, ------ 1+00 1+10 1+20 1+30 1+40 1+50 1+60 1+70 1+80 1+90 2+'00 2+10 2+20 2+30 2+40 2+50 2+60 2+70 2+80 2+90 3+00 Station (ft) Node ID: Rim (it): Invert (ft): Min Pipe Cover (it): Max HGL (ft): Link ID: Length (it): Dia (it): Slope (ft/ft): Up Invert (ft): Dn Invert (it): Max Q (cfs): Max Vel (ftls): Max Depth (ft): Out-1SD-8 CB-4 CB-5 CB-6 CB-7 CB-8 282.34 280.86 281.21 281.57 281.98 275.03 276.76 276.96 277.33 277.70 278.45 4.58 2.90 3.21 3.20 2.86 275.27 277.20 277.40 277.58 277.94 278.62 SD-8 SD-9 SD-10 SD-11 SD-12 8.62 39.95 36.99 37.11 75.21 1.00 1.00 0.67 0.67 0.67 0.2000 0.0050 0.0100 0.0100 0.0100 276.76 276.96 277.33 277.70 278.45 275.03 276.76 276.96 277.33 277.70 2.08 1.12 0.39 0.36 0.18 14.80 3.32 3.29 3.20 3.93 0.23 0.45 0.25 0.24 0.17 Page 105 of 193 Taco Time, Federal Way Technical Information Report May 10th, 2013 Profile Plot Main Street Storm Sewer I I 1 1 1 1 1 i - 286.° n 1 -----r----------r---------- -----_`_`_1 a 1 1 ---- ---- --r r....._--'r----------r-----_----�_-.--------------------_----- ' i 1 I 1 r '--------- - - -�- ------__---------- -._-__ -_--------- ' � r i i^ i � �- , i r r - � i -- - - I01, - rr of --'---._.. nr -----`------------- -�' � 1 � ---------- n ------� - -ti- -- .. - --- 286 n i 1 n I k - ----- .-_ _.----`------------n-----.___ _-..-'--- --------- y y ti n � 1 ------------------ ----------- -------` ---------- I f -rh --- r 0 �' ...........----I------`-- 1 1 n ---------- i ------ -- _-.. 285.5 _____;----------- 1------------ ___________--_______-__--________--s----------- _______.__-_--------- __________,__________ ----------- ,----------- ___________,___________L__________I____L ' _u__--___---s ---------------------- ,__________--__________� _-_o __- 285 - -----w --------r- i , 1 , --------- ------ -------------------- - - --- - r---- r----- i-..-...___r----- �� , , --- -------------------------------------- ------ ---- y, - ----•--- r rI# - r - L r r i 1 1 1 j 1 1 1 Q N M n ' ' � oa�m �,,k r i 1Cl N b, 284 -----� ------- --: ry------`=-----`---- -`--------;----------' - -- - - -' ---------------'----------=-----------'-----------'-----------'-----------'---------- 'D - ------------------- -------- 7--------- q- 1 A N 1 I 1 I ; o; H 01 iy H t 2$3._• ' hL - ------------ ------ , 1 1 1 _ n - ----------r----------r--------- ---------_---------------- -------------- ; ---- --- � r ----- __ ----------r I I ----- - 283 -----'------- u M. K------------------- L---------- L----------;---------- ----------------& ----------------- 1 d � J -1 ----`------'`--------- --- �- - , 1 282.5 ______________ ._-. -r` _ __..______ I ________ n ________ ...-_-__ _____ .-____ _r' 'r-- -r- -r- -i- -7- Nib- --...-��.. .�-- _.___ ___ 282 1 43��------------------- ��_ L-mkIDSD-18 ------ ~ Length 55.06 ft 281.5 ---`------- --------------------------..- --` Die 0.67 ft I ^ 281 c 0 280.5 ----- w 280 -------- fink S1 279 BA ----t:�[Diia .00 77R S ,,{m{� ��; _ _ _71D2 278 - - Lgn o,r 277.5- - -M'-v H 277 -- 276.5 - - - - -- 276 - -- 275.5 - - 275 - - 274.5 1+00 Node ID: Rim (ft): Invert (ft): Min Pipe Cover (ft): Max HGL (ft): Link ID: Length (ft): Dia (ft): Slope (ft/ft): Up Invert (ft): Dn Invert (ft): Max Q (cfs): Max Vel (ft/s): Max Depth (ft): 1+10 1+20 Link ID SD-13 Length 68.91 ft Die 0.67 ft Slope 0.0150 ft/ft Up Invert 277.79 ft Dn Invert 276.76 ft 1+30 1+40 Link ID SD-17 Length 78.57 ft Die 0.67 ft Slope 0.0150 ftlft Up Invert 278.97 ft Dn Invert 277.79 ft Slope 0.0150 ftlft Up Invert 279.80 ft Dn Invert 278.97 ft 1+50 1+60 1+70 1+80 1+90 2+00 2+10 2+20 2+30 2+40 2+50 2+60 2+70 2+80 Station (ft) 2+90 3+00 3+10 Out-1SD-8 CB-4 CB-9 CB-13 CB-14 282.34 281.19 284.20 283.15 275.03 276.76 277.79 278.97 279.80 4.58 2.73 4.56 2.69 275.27 277.20 278.15 279.06 279.86 SD-8 SD-13 SD-17 SD-18 8.62 68.91 78.57 55.06 1.00 0.67 0.67 0.67 0.2000 0.0150 0.0150 0.0150 276.76 277.79 278.97 279.80 275.03 276.76 277.79 278.97 2.08 0.90 0.06 0.03 14.80 4.75 2.27 2.58 0.23 0.36 0.09 0.06 Page 106 of 193 Taco Time, Federal Way Technical Information Report May 10th, 2013 SECTION 6 - SPECIAL REPORTS AND STUDIES Geotechnical Evaluation Report prepared by Zipper Zeman Associates, dated April 2006, was studied. This report is being updated for infiltration data. The project does not lie within and is not adjacent to 100-year floodplain or floodway per King County Flood Maps and FIRM. The subject property is within a 10-year Wellhead Protection Zone. No environmental review or mitigation is required. This site is not and is not adjacent to any known critical or environmental sensitive area. There are not known any other special reports and studies related to subject area. Page 107 of 193 Taco Time, Federal Way Technical Information Report May 10th, 2013 SECTION 7 - OTHER PERMITS Other permits that may be required for this project include: National Pollutant Discharge Elimination System (NPDES) permit from WA DOE Building Permit for retaining walls from the City of Federal Way Demo Permit by the City of Federal Way King County Health Department Permit Lakehaven Utility District Permit Binding Site Plan Permit from the City of Federal Way Process II Submittal to the City of Federal Way Page 108 of 193 Taco Time, Federal Way Technical Information Report May 10th, 2013 SECTION 8 - CSWPPP ANALYSIS AND DESIGN This section include the analysis and design information used to prepare the required construction stormwater pollution prevention plan. ESC Plan Analysis and Design (Part A) No portion of the site is delineated as an erosion hazard area. The project meets or exceeds minimum Erosion and Sediment Control Requirements of Core Requirement #5 of KCSWDM. ESC use standard ESC measures per Appendix D of KCSWDM as a clearing and grading limits, silt fence, stabilized construction entrance, settling tank with pumps if required, filter fabric protection for inlets, interceptor swales and dikes, and temporary and permanent cover measures to protect disturbed areas. Since flow path for sediment laden runoff water is minimal, the silt fence protection would be sufficient for sediment control, but due to site configuration, the storm water would be trapped on the site by retaining walls, and therefore, the runoff will be concentrated and ponding on the site during heavy rain storm events. A settling tank with sump pump has been designed to treat construction storm water and then to pump it to the existing storm or sanitary sewer. The sizing of the settling tank will depend on the discharge location and will be designed by the tank supplier. ESC Measurement: 1. Clearing Limits - Prior to any site clearing or grading, undisturbed areas as shown on ESC plan will be staked and delineated. Property lines will be staked by the surveyor. Security or construction fence will be used. 2. Cover Measures - Temporary and permanent cover measures shall be provided to protect all disturbed areas. Temporary cover shall be installed if an area is unworked for more than seven days during dry season (May 1 to September 30) or for more than two days during wet season (October 1 to April 30). Any area to remain unworked for more than 30 days shall be seeded or sodded. All slopes and stockpiles 3:1 and steeper over 10 feet of vertical high shall be covered during wet season if they are unworked for more than 12 hours. The material necessary to cover all disturbed areas shall be stockpiled on site. All slopes steeper than 3:1 and greater than 5 vertical feet require surface roughening. Plastic covering will be used as temporary erosion protection to slopes and disturbed areas. Permanent cover measurements will be used per landscaping plan. 3. Perimeter Protection - Perimeter protection is to reduce the amount of sediment transported beyond the disturbed areas. It will be installed prior to any clearing and grading. Silt fence will be used along the west, south, and portion of north property lines. This fence will be used as a primary means of sediment control in the initial construction face only until a retaining walls and storm drainage are built which will prevent and divert Page 109 of 193 Taco Time, Federal Way Technical Information Report May 10th, 2013 flows to the sump with a pump and then to the settling tank which will be used as a primary construction sediment control during heavy storm rainfall events. Then, the silt fence will be a secondary control measure until entire site is fully closed. 4. Traffic Area Stabilization - The purpose of traffic area stabilization is to reduce the erosion of areas disturbed by vehicle traffic and to prevent transport of sediments onto paved streets. Quarry spalls stabilized construction entrance will be used at the entrance on the north side of property at Enchanted Parkway. 5. Sediment Retention - The purpose of the sediment retention is to prevent sediment laden waters from leaving the site untreated. Silt fence will be used as a primary means of sediment control in the initial construction face. The settling tank which will be used as a construction sediment control during heavy storm rainfall events. A permit will be required to discharge storm waters from the settling tank to stormwater and sanitary sewer system. Catch basin inserts will be used on all existing and new catch basins to prevent coarse sediments from entering storm drain system. 6. Surface Water Collection - The purpose of surface water collection is to convey surface water from disturbed areas to a sediment pond. An interceptor dike and swale will be used along the east side to prevent run-off water from the eastern undeveloped portion of the property to enter Taco Time construction site. This flow will be directed to newly constructed CB and to the existing storm drain system. Swale will be grassed lined and left in place even after the construction until eastern portion is developed. 7. Dewatering Control - If dewatering is used during the construction, sediment laden water will be pumped to a settling tank for pre-treatment if necessary or directly to the sanitary sewer system. No dewatering water will be discharged to surface and storm waters without a permit. 8. Dust Control - Dust control will be implemented when exposed soils are dry to the point that wind transport is possible. Exposed soils will be sprayed with water until wet, but runoff shall not be generated by spraying. High Scrsceptibility areas to erosion: There are no steep slopes on the site or any areas with high susceptibility to erosion. Special Reports: There are no ESC recommendations in any of special reports for this project. Page 110 of 193 Taco Time, Federal Way Technical Infonnation Report May 10th, 2013 Exceations or Modifications: There are no exceptions or modifications to any standard details or techniques. Wet Seoson RNuirements: Stormwater sump drum pump and settling tank might be required during the wet season construction. Critical Area Restrictions: There are no critical areas on the site or in adjacent properties. Page 111 of 193 Taco Time, Federal Way Technical Information Report May 10th, 2013 Section 8, Part A - ESC Plan, Notes, and Details Page 112 of 193 Taco Time, Federal Way Technical Information Report May 10th, 2013 20 10 0 2D 40 t T I I+ I SCALE IN FEET ! I ' (--- i CPi1CP - - _- i _gyp•• t 44} { 1 X !S. 1 / ,x.'rlcl cif •] f e:c',�• a Sr o `i �__-- -`�L� _.�„r � �i� e _ .tit=. w.kAad I • 1 � � 1 '1 �1 ISCHAR�r •'( SD SA IS. 0 1 i l I 131� UPPSTREAM \1 1 I e I 56 Sd - sO VORMWATER RUNOFF TO I v '�1 I�z_..��==�ti i 1 l T�iE NEW/SD MH. + 1Kcc �1'1 , / \r��.s I 1ti �1 i }I�• \\' r ISCHAGE CLEN RTORIF XtlJ I ►- I t -1SfORNWA ECB 2 ET P Ro OvR D i■1 !T i / l I f � rt t � 11� I }{ u ,l 1 114 tl E }}�� i i' I: I'L i i^ 1]} � �} ��qt'- 4I N y � � � 4■ � L� }l l I • 1 I I E PIPE •,� III `�. li I II lI I •jF- 1 1 / 1 ty� \� I / r1 I- \�, Il I tS l I 1'I I I 1 i Yy 4 A tL 1 l I, tl TAX s =1649le I t I 1 l 1 \' nttT m t a 1 E �, } \ \\ 1 3= PRAkM rat ,. PVC s, L \ 1 \ 1A Ly l `, „off FM v+Itss ACE,[ 44 )�r�T1YaeT fiI Y I I _ LI 'I Ala vF 1 y l \I 1 It 01 \\.ia.• IF k S I E q`{ L y • I ; c I L ti 1111 i \} 1 I E 21W124'0 S , t I {1 S I >t XCA 12' W W. R j I l' 1 1 ' Ta+ h l t \ E I t l . r 1 \■ # r P,� I t� y tj1 II }` li It e . �`■ , d �, �` l" S\ 1 i � K - , M TIE } p•"• : 44 � 1 1 1 E ■■ i }�` 4 i II \' -4 14 35 I 5 �i t� Y G q ■1 ` ------- CLa FW o ca cffi,z �.. I G� I 1\ 11 1 \aq\ MMm,` �� l ` OSDW DASH s I S PO4o FOE TEMPOWY EROrS*N COWRLIL PLAN SCALE: 14 = 20' CHANGE THE EROSION AND SEDIMENT CONTROL IS ALWAYS IN ACCORDANCE WITH THE CITY OF FEDERAL ,5EQUENCE WAY EROSION AND SEDIMENT CONTROL STANDARDS. 12. COVER ALL AREAS THAT WILL BE UNWORKED FOR MORE THAN SEVEN DAYS DURING THE DRY SEASON OR TWO DAYS DURING THE WET SEASON WITH STRAW, WOOD FIBER MULCH, COMPDST, PLASTIC SHEETING OR 1. BEFORE ANY CONSTRUCTION OR DEVELOPMENT ACTIVITY, A PRECONSTRUCTION MEETING MUST BE HELD EOUNALENT. BETWEEN THE CITY OF FEDERAL WAY, THE APPUCANT AND APPLICANTS CONSTRUCTION REPRESENTATIVE. 13. STABILIZE ALL AREAS THAT REACH FINAL GRADE WITHIN SEVEN DAYS. 2. FLAG CLEARING LIMITS. 14. SEED OR SOD ANY AREAS TO REMAIN UNWORKED FOR MORE THAN 30 DAYS. 3. INSTALL STABILIZED CONSTRUCTION ENTRANCE 15. INSTALL REMAINING UTILITIES AND BUILDING. 4. INSTALL FILTER FABRIC FENCE AS INDICATED ON PLAN. 16. FINISH GRADE SITE AND CONSTRUCT ASPHALT PARKING AREAS, ACCESS DRIVES, SIDEWALKS, CURBS AND 5. INSTALL OFFSITE CATCH BASIN PROTECTION. GU1113iS. 6. CONSTRUCT SEDIMENT SUMP WITH PUMP AND INSTALL SETTLING TANK. 17. COMPLETE SITE STABILIZATION IN ACCORDANCE WITH LANDSCAPE PLANS. 7. CLEAR AND GRUB AREAS OF THE SITE TO BE ROUGH GRADED OR FILLED. 18. CLEAN STORM DRAINAGE SYSTEM, ON AND OFF SITE, OF ALL SEDIMENT AND DEBRIS. 8. INSTALL INTERCEPTOR SWALES/BERMS AND CHECK DAMS. 19. REMOVE TEMPORARY EROSION CONTROL FACILITIES WHEN SITE IS COMPLETELY STABILIZED. 9. ROUGH GRADE SITE AND INSTALL STORM CONVEYANCE SYSTEM AND RETENTION/DETENTION FACILITIES. PROVIDE INLET PROTECTION WHERE INDICATED. 10. MAINTAIN EROSION CONTROL MEASURES IN ACCORDANCE WITH THE CRY OF FEDERAL WAY STANDARDS AND MANUFACTURER'S RECOMMENDATIONS. 11. RELOCATE EROSION CONTROL MEASURES OR INSTALL NEW MEASURES SO THAT AS SITE CONDITIONS 1. APPROVAL OF THIS EROSION/SEDIMENTATION CONTROL (L:5C) PLAN DC OF PERMANENT ROAD OR DRAINAGE DEIGN (I.E. SIZE AND LOCATION OF ROADS, PIPES, RESTRI nEs, UTILITIES, ETC.), 2. THE -IMPLEMENTATION OF THESE ESC PLANS AND THE CONSTRUMON,-emWCE. REPLACENENI, --. PGRADING OF THESE ESC FACILITIES IS THE RESPONSIBILITY OF THE APPUGANT/CONTRACTOR UNTIL ALL CONSTRUCTION IS APPROVED- 3. THE BOUNDARIES OF THE CLEARING LJMrTS SHOWN ON THIS PLAN SHALL BE CLEARLY FLAGGED IN THE FIELD PRIOR TO CONSTRUCTION. DURING THE CONSTRUCTION PERIOD. NO DISTURBANCE BEYOND THE FLAGGED CLEARING LIMITS SHALL BE PERMITTED. THE FLAGGING SHALL BE MAINTAINED BY THE APPLICANT/CONTRACTOR FOR THE DURATION OF CONSTRUCTION, 4. STABJUMID CONSTRUCTION ENTRANCES AND WASH PADS SHAD OF INSTALLED AT THE BEGINNING OF CDNSTRUCnDN AND MAINTAINED FOR THE DURATION OF THE PROJECT. ADDITIONAL MEASURES MAY BE REQUIRED TO ENSURE THAT ALL PAVED AREAS ARE KEPT CLEAN AND TRACKING IN THE ROADWAY DOES NOT OCCUR FOR THE DURATION OF THE PROJECT. 5. 1HE ESC FACILITIES SHOWN ON THIS PLAN MUST BE CONSTRUCTED PRIOR TO OR IN CONJUNCTION WITH ALL CLEARING AND GRADING ACTIVITIES, AND IN SUCH A MANNER AS TO ENSURE THAT SEDIMENT LADEN WATER DOES NOT ENTER THE DRAINAGE SYSTEM. ADJACENT PROPERTIES. OR VIOLATE APPLICABLE WATER STANDARDS- 6. THE ESC FACILMES SHOWN ON THIS PLAN ARE THE MINIMUM REQUIREMENTS FOR ANTICIPATED SITE OONOMONS. DURRKG THE CONSTRUCTION PMOO, THESE ESC FACILITIES SHALL 8E UPGRADED AND/OR REVISED AS NEEDED FOR UNEXPECTED STORM EVENTS, AND MODIFIED TO ACCOUNT FOR CRINGING STTE GONDMONS (E.G. ADDITIONAL COVER MEASURES, RELOCATION OF DITCHES AND SILT FENCES, PERIMETER PROTECTION, ETC.). 7. THE ESC FACILITIES SHALL BE INSPECTED DAILY BY THE APPLICANT/CONTRACTOR AND MAINTAINED AS NECESSARY TO ENSURE THEIR CONTINUED PROPER FUNCTIONING. 8, ANY AREAS OF EXPOSED SOILS, INCLUDING ROADWAY EMBANKMENTS. THAT WILL NOT BE DISTURBED FOR SEVEN (7) DAYS DURING THE DRY SEASON OR TWO (2) DAYS DURING THE WET SEASON, SHF7L BE IMMEDIATELY STABILIZED WITH THE APPROVED ESC METHODS (I.E. SEEDING. MULCHING, NETTING. EROSION BLANKETS. ETC.). 9. ANY AREA NEEDING ESC MEASURES, NOT REQUIRING IMMEDIATE A17EN110N, SHALL BE ADDRESSED WITHIN SEVEN (7) DAYS. 10. THE ESC FACILITIES ON INACTIVE SITES SHALL BE INSPECTED AND MAINTAINED A MINIMUM OF ONCE A MONTH OR WITHIN 24 HOURS FOLLOWING A STORM EVENT. IL AT NO TIME SHALL MORE THAN ONE (1) FOOT OF SEDIMENT BE ALLOWED TO ACCUMULATE WITHIN A CATCH BASIN. ALL CATCH BASINS AND CONVEYANCE LINES SHALL BE CLEANED PRIOR TO PAVING. THE CLEANING OPERATION SHALL NOT FLUSH SEDIMENT -LADEN WATER INTO THE DOWNSTREAM SYSTEM. 12. ANY PERMANENT RETENTION/DEAL NNON FACILITY USED AS A TEMPORARY SErrUNG BASIN SHALL BE MODIFIED WITH THE NECESSARY EROSION CONTROL MEASURES AND SHALL PROVIDE ADEQUATE STORAGE CAPACITY, W THE PERMANENT FACILITY IS TO FUNCTION ULTIMATELY AS AN INFILTRATION SYSTEM, THE FACILITY SHALL NOT BE USED AS A TEMPORARY SETTLING BASIN. NO UNDERGROUND DETENTION TANKS OR VAULTS SHALL BE USED AS A TEMPORARY SETTLING BASIN. 13. COVER MEASURES WILL BE APPLIED IN CONFORMANCE WITH APPENDIX D OF THE KCSWDM. 14. MANAGEMENT PRACTICES PROVIDING SIGNIFICANT TREE PROTECTION (PER FWRC) SHALL BE PROVIDED ON THE ESC PLANS. IS. WET SEASON SPECIAL PROVISIONS, AS DESCRIBED IN SECTION D.5.2 OF APPENDIX D. KCSWOM ARE IN EFFECT OCTOBER 1 THROUGH APRIL 30. PRIOR 10 THE BEGINNING OF THE WET SEASON. ALL DISTURBED AREAS SHALL BE REVIEWER TO IDENTIFY WHICH ONES CAN BE SEEDED IN PREPARATION FOR WINTER RAINS, DISTURBED AREAS SHALL BE SEEDED WITHIN ONE WEEK OF THE BEGINNING OF THE WET SEASON. 1. STORM WATER FROM DISTURBED AREAS SHALL BE DIRECTED INTO THE STEEL DRUM VIA SHEET FLOW AND TEMPORARY DIKES AND DITCHES CONSTRUCTED AS NEEDED OR AS DIRECTED BY THE INSPECTOR. RUNOFF WILL BE THEN PUMPED INTO THE SETTLING TANK. SETTLING TANKS SHALL BE BAKER OR RAJN FOR RENT TANK, OR APPROVED SIMILAR. THIS WILL BE REQUIRED DURING RAIN SEASON OR DURING HEAVY RAINS. 2. DISCHARGE TO PUBLIC STORM DRAIN SHALL BE MONITORED. 3. SEE CONSTRUCTION SWPPP FOR MORE INFORMATION. Q SETTLING TANK (IF REQUIRED) WITH MIN 21,000 GALLONS VOLUME. CONTRACTOR TO FIELD LOCATE CONTRACTOR TO DISCHARGE SEAMING TANK TO STORM DRAINAGE SYSTEM AS APPROVED BY INSPECTOR. O DEWATERING SUMP WITH PUMP (IF REQUIRED). CONTRACTOR TO FIELD LOCATE e CB.O OO CONSTRUCTION ENTRANCE C8.0 TESL LEGEND CONSTRUCTION LIMITS X - SILT FENCE e C8.0 - 0 SECURITY OR CONSTRUCTION (ORANGE 42- HIGH) FENCE - TREE PROTECTION e C8.0 4 •• t- INTERCEPTOR SWALE WITH CHECK DAMS C8.0 PERMIT NO. 12-103389-00 Q CATCH BASIN PROTECTION � 0 APPROVED DATE aCall befare YOU dig .BO.S'M ENGINEERING ITC IIl19L}OOB. -=-55 .. 2100 112TH AVE. NE VMIZVUE8 WA OeOUi OFF= (425) 482-941 FAM (425) 462-9451 MLM- ISti+L,uaaLweWa� TESf6TfE Vw AbaoPln.e s h Job No.: 212120 Date: 5/10/2013 C2.0 (4 OF 27) Page 113 of 193 Time, Federal Way - spa � E7 R-25' MII GEOTEKTILE QUARRY 4'-8' QUARRY) SPALLSjj x r,\CONM UCTION ENTRANCE 1 SCALE 11f5 SEE GRADING PLANS FOR GRADES 2' MIN 2:1 2'x2' BY 14 GA WIRE MESH Technical Information Report OR EQUIVALENT, IF STANDARD STRENGTH FABRIC USED S ADAPTER SKIRT m FILTER FABRIC Z II II � it w MIN 4'TRENCH FILLED WITH NA NATIVEE$OILSOIL K OR 3/4' — 1 1/2' WASHED GRAVED POST SPACING MAY BE INCREASED , 2'x4' WOOD POST, TO 8' IF WIRE BACKING IS USED -STEEL FENCE POST, PROVIDE FULL WIDTH REBAR, OR EQUIVALENT OF INGRESS/EGRESS NOTES: AREA I. FILTER FABRIC FENCE SHALL BE INSTALLED ALONG CONTOUR WHENEVER POSSIBLE 2. MNTS IN FILTER FABRIC SHALL BE SPLICED AT POST. USE STAPLES, WIRE RING, OR EQUIVALENT TO ATTACH FABRIC TO POST. 3. INSTALL THE ENDS OF THE SILT FENCE TO POINT SUGHTLY UP —SLOPE TO PREVENT SEDIMENT FROM FLOWING AROUND THE ENDS OF THE FENCE" FILTER FABRIC SIL FENCE 2 SCALE: NTS 2:1 MAX ROCK MUST COMPLEIIELY COVTHE ESLOPE R I I I I HORD:ONrAL SPACING SLOPE X FLOWPATH LENGTH 3-5% 300' 5-10% 200' 10-25% 100' 25-50% 50' ,INTERSEPMR DALE AND SWALE SCALE: lJIS 4' HOT MIX ASPHALT CONCRETE CLASS 1/2- (HMA WSDOT 9-01.8(6)) 5' MIN CRUSHED SURFACING BASE COURSE (WSDOT SPEC 9-03.9(3)) OR 4' ASPHALT TREATED BASE (ATB) 0 ASPHALT PAVEMENT DRIVE SECTION SCALE: NTS MATERIAL COMPACTED MODIFIED PROCTOR SEE GRADING PLANS FOR GRADES 2*1 I-i L TH DISTANCE SUCH THAT POI I AlCHECK DAM 3' HOT MIX ASPHALT ;•CDNCRETE CLASS 1/2' (HMA WSDOT 9-03.6(6)) 4' MIN CRUSHED SURFACING BASE COURSE (WSDOT SPEC 9-03.9(3)) OR 3ASPHALT TREATED BASE (ATB) COMPACTED SUBGRADE TO 95% PER ASTM D1557 n� W PAVEMENT PARKING SECTION u scALE: NTS OVERFLOW PORTS t7O `BYPASS PEAK STORM C FLOWS) NOTES 1. SEDIMENT CATCH BASIN INSERTS TO BE mENT MENTf REMOVED AT THE END OF THE PROJECT. ATIONMAINTAINED 2. INSERTS SHALL BE INSPECTED AND REGULARLY. CLEAN OR REPLACE INSERT WHEN HALF OF THE TRAP IS FILLED WITH SEDIMENTS. 3. INSTALL INSERTS PER MANUFACTURE'S RECOMMENDATIONS. (-,LTCH BASIN PROTECTION SCALE: NTS 12' DEEP SUMP MOUND DRUM 7 WRAP DRUM WITH FILTER FABRIC 55 GALLONS DRUM OR PVC PIPE WITH 1 1/2- DlA WEEP — HOLES ALL AROUND 12' MIN CLEAN GRAVE BACKFlLL" AROUND DRUM DRAIN HOLES SEE GRADING PLANS FOR GRADES 1 COMPACTED SUBGRADE 95X PER AMM D1 HOSE DZZHARGE PIPE AS SHOWN ON PLANS PROVIDE SCREENS AT WEEP HOLES SUBMERSIBLE SUI1P PUMP DEWAXRRING SUMP WITH PUMP SCALE: NTS #4 BARS 6 24' C.C. EACH WAY AT CENTER OF SLAB 7' PORTLAND '� CEMENT CONCREIF 4,OD0 PS1 6' MIN CRUSHED SURFACING BASE COURSE (WSDOT SPECIFICATIONS 9-03.9(3)) g CONCRETE PAVBIW DRIVE AND PARKING SECTION I v SCALE' NTS NOTES: - 1. 6-FT. HIGH TEMPORARY CHAIN LINK FENCE SHALL BE PLACED AT THE DRIPUNE OF THE TREE TO BE SAVED. FENCE SHALL COMPLETELY ENCIRCLE THE TREE(S). INSTALL FENCE POSTS USING PIER BLOCKS ONLY. AVOID DRIVING POSTS OR STAKES INTO MAJOR ROOTS. 2. FOR ROOTS OVER 1-IN DIA. THAT ARE DAMAGED DURING CONSTRUCTION, MAKE A CLEAN, STRAIGHT CUT TO REMOVE THE DAMAGED PORTION. ALL EXPOSED ROOTS SHALL BE TEMPORARILY COVERED WITH DAMP BURLAP TO PREVENT DRYNG, AND SHALL BE COVERED WITH SOIL AS SOON AS POSSIBLE 3. WORK KITHIN PROTEC71DN FENCE SHALL BE DONE MANUALLY. NO STOCKPILING OF MATERIALS, VEHICULAR TRAFFIC, OR STORAGE OF EQUIPMENT OR MACHINERY SHALL BE ALLOWED WITHIN THE LIMIT OF THE FENCING. , TREE PROTECTION SCALE NTS SEE GRADING PLANS FOR CRAD!�__ ' r ' COMPACTED SUBGRADE TO 95% PER ASTM D1557 #5 BARS O 18' O.C. EACH WAY AT CENTER OF SLAB 8' PORTIAND CEMENT CONCRETE 4,D00 PS 6- MIN CRUSHED SURFACING BASE COURSE (WSDOT SPECIFICATIONS 9-03.9(3)) r; CONCRETE PAVEMENT TRASH PAD SECTION V-Y SCALE: NTS PERMIT NO. 12-103389-00 APPROVED DATE ABOSSEIN ENGRUERING T T r 1 ,-1nlrwrrAL CFM - = - 8narRIK 1 FM FRur rm 2100 112M AVE. NE BMIZME, WA. 98004 OFEa : (426) 462-1 441 M' (425) 462-9451 HGII: E-I z P4 E- W lY, W h O L) EE_ Job No.: 212120 Date: 5/ 10/2013 C8.0 (20 OF 27) Taco Time, Federal Way Technical Information Report May 10th, 2013 SWPPS Plan Design (Part B) SWPPS was prepared for this project and will be held at the construction site all the time. See also KC SWPPP Activity Worksheet attached. The following construction activities have been identified as significant erosion and sediment generating activities and specific BMPs have been chosen as appropriate for the conditions. ■ Required BMPs for all commercial properties ■ Clearing, grading, and preparation of land ■ Demolition of building • Building construction The BMPs selected to address the pollution generated from the construction activities listed are: Reguired BMPs for all commercial properties Clean your storm drainage system - maintain your drainage system by removing sediments and other debris to prevent transportation into receiving waters. Eliminate illicit connection to the storm drainage system - there will not be any non- stormwater discharges to the storm drainage system. Sanitary sewers from the office will be connected to the sanitary sewer system. Stencil your storm drains - all catch basins will have stenciled message "Don't Pollute Drains to Habitat" next to grates. Cleadinn zradinz and preparation of land Clearing, grubbing, and excavation are the largest sediment producing activities on the project. Subgrade stabilization and placement of new aggregates can also generate sediments during storm event. New aggregate placement can also generate dust at dry weather. For these reasons, perimeter protection, traffic stabilization, and sediment retentions must be applied. Unworked areas and stockpiles shall be covered, catch basins provided with filter fabric inlet control, a water truck shall be on -site during earthwork activities. During subgrade preparation, site grading, backfilling, and compaction, use of water truck to control dust is required. Demolition of $arilding Water truck will be used to help control dust from demolitions. The amount of water must be controlled to eliminate runoff from the site. Page 115 of 193 Taco Time, Federal Way Technical Information Report May 10th, 2013 Catch basin inlet control measurements will be applied. Sweeping surrounding street gutters, sidewalk, and driveway will be used to collect debris and garbage. Buildim,y constt•itetion No dumping of washed water or liquid waste to storm waters is allowed. Drop cloth underneath of outdoor painting and scraping shall be used. Ground cloth or tubs shall be used for paint mixing and tool cleaning. All wash water shall be disposed to sanitary sewers. Catch basin filter fabric inserts will be used to protect storm drainage from pollutants as a secondary feature. The containment device must be in place at beginning of the workday and accumulated dirty runoff and solids must be disposed of in an appropriate manner at the end of the workday. Routine maintenance, cleanup, sweeping, covering, must be provided on regular basis. Page 116 of 193 Taco Time, Federal Way Technical Information Report May 10th, 2013 Section 8, Part B - Activity Worksheet Page 117 of 193 Taco Time, Federal Way Technical Information Report May 10th, 2013 Name: Business Type: Address: Activity Use this worksheet to identify the activities that you conduct. Do you conduct this Sheet Number Interpret the categories broadly. Numbers A-1 — A-43 correspond to sheets located in Chapter III. activity? If so, where? TYPE OF ACTIVITY INDOORS OUTDOORS A-1 Required BMPs for All Commercial Properties A-2 Storage of Liquid Materials in Stationary Tanks This does not include underground tanks or small containers A-3 Storage of Any Liquid Materials in Portable Containers Such as drums, buckets. iu s. or barrels A-4 Storage of Soil, Sand, and Other Erodible Materials This includes storage of all types of erodible materials A-5 Storage of Pesticides and Fertilizers This includes non -liquid pesticides and ba s or piles of fertilizer A-6 Storage and Treatment of Contaminated Soils This applies to contaminated soils that are excavated and left on site A-7 Storage and Processing of Food Items This includes storage of fruits, vegetables, meats, and other foods and processing activities at wineries, fresh and frozen juice makers, and other food and beverage processing operations A-8 Storage of Solid Wastes and Food Wastes (Including Cooking Grease) This includes regular garbage and all other discarded non -liquid items A-9 Storage of Scrap and Recycling Materials (Including Auto Recycling Facilities) This includes scrapped equipment, metal, empty metal drums, junk appliances and vehicles, and assorted rec clables A-10 Treatment, Storage, or Disposal of Dangerous Wastes A-11 Cleaning or Washing of Tools and Equipment This includes tools, all types of manufactured equipment components, and work equipment such as lawn mowers and fork lifts A-12 Cleaning or Washing of Cooking Equipment This includes vents, filters, pots and pans, grills, and related items A-13 Vehicle Washing and Steam Cleaning This covers cleaning and washing at all types of establishments, including fleet vehicle yards, car dealerships. car washes. and maintenance facilities A-14 Interior Washing Operations (Including Mobile Contractors) This includes carpet cleaners. upholstery cleaners. and drapery cleaners A-15 Pressure Washing of Buildings, Rooftops, and Other Large Objects A-16 Truck or Rail Loading and Unloading of Liquid Materials A-17 Fueling Operations This includes gas stations, mobile fuel trucks, pumps at fleet vehicle yards or shops, and other private) owned pumps A-18 Engine Repair and Maintenance This covers oil changes and other handling of en ine fluids . , i7 A-19 Concrete and Asphalt Production at Stationary Sites Page 118 of 193 Taco Time, Federal Way Technical Information Report May 10th, 2013 Activity Use this worksheet to identify the activities that you conduct. Do you conduct this Sheet Interpret the categories broadly. Numbers A-1 — A-43 activity? If so, Number correspond to sheets located in Chapter III. where? TYPE OF ACTIVITY INDOORS OUTDOORS A-20 Concrete and Asphalt at Temporary Sites This includes construction sites, remodeling, and driveway and parking lot resurfacing A-21 Manufacturing and Post -Processing of Metal Products This includes machining, grinding, soldering, cutting, welding, quenching, rinsing, etc. A-22 Painting, Finishing, and Coating of Vehicles, Products, and Equipment A-23 Wood Treatment and Preserving This includes small scale contractor operations (such as patio decks) and large scale lumber treatment operations A-24 Commercial Composting A-25 Chemical Applications -Other than for Landscaping This includes use of algaecides, fungicides. pesticides, and rodenticides A-26 Landscaping Activities This includes vegetation removal, herbicide and insecticide application, fertilizer application, gardenin2, and lawn care A-27 Clearing, Grading, and Preparation of Land for Small Construction Projects X A-28 Demolition of Buildings A-29 Building Repair, Remodeling, and Construction X A-30 Boat Building, Maintenance, and Repair �7`a'3 tv3 A-31 Vehicle and Equipment Parking and Storage This includes all types of parking lots (commercial, public, and private), retail/store parking, car dealerships, rental car lots, other fleet vehicle lots, equipment storage and parking areas such as at equipment rentalyards) A-32 Sidewalk Maintenance This includes cleaning and deicing A-33 Swimming Pool and Spa Cleaning and Maintenance This includes all swimming pools ands as not at a single family residence A-34 Keeping Animals in Controlled Areas This includes kennels. rabbit hutches, and similar animal rearing and care A-35 Keeping Livestock in Stables, Pens, Pastures or Fields This includes cattle, horses, pigs. sheep, oats, and other hoofed animals A-36 Logging and Log Yards This applies to Class IV general forest practices only A-37 Mining and Quarrying of Sand, Gravel, and Other Materials This covers sand, gravel, minerals, peat, clay, rock, etc. but does not include excavation at construction sites A-38 Well and Geotechnical Drilling This includes mechanical drilling and directional drilling for water wells and utilities, environmental protection and monitoring wells, and geotechnical borings A-39 Roof Vents and Fugitive Emissions(including Dust A-40 Street Deicing Operations This includes deicing and anti -icing of streets and highways A-41 Wheel Wash and Tire Bath Operations A-42 Potable Water Line Flushing or Tank Maintenance A-43 Use of Soil Amendments on Construction Sites Page 119 of 193 Taco Time, Federal Way Technical Information Report May 10th, 2013 SECTION 9 - BOND QUANTITIES, FACILITY SUMMARIES, AND DECLARATION OF COVENANT Bond Quantities Worksheet was prepared and is attached at the end of this section. Flow Control and Water Quality Facility Summary Sheet and Sketch were prepared and were attached. Declaration of Stormwater Facility Maintenance Covenant for Private Storm Facilities and Pervious Pavement BMP's to City of Federal Way is attached. Page 120 of 193 Taco Time, Federal Way Technical Information Report May 10th, 2013 Section 9 - Bond Quantities Worksheet Page 121 of 193 Taco Time, Federal Way Technical Information Report May 10th, 2013 `CITY OF Federal Public Works BOND QUANTITIES WORKSHEET rtment Project Name:_ Taco Time Restaurant Enchanted_ Parkway Date: 5 9 13 Project No.: By: Josef Valenta Site Address: 35500 Enchanted Parkway S, Federal Way, WA 98003 Complete the following table as it pertains to this project and return to the Public Works Department. (A) Public Roadway I (B) Private On -Site Improvements Improvements ROAD CONSTRUCTION Clearing & Grubbing Sawcutting Excavation & Embankment AC Pavement CSTC Cement Concrete Curb/Gutter Extruded Asphalt Curb Concrete Sidewalk Concrete Driveway Approach Monument In Case Adjust Existing Monument To Grade Adjust Existing CB To Grade LS LF CY TN TN LF LF SY SY EA EA EA Bid Estimate 1.30 18.00 70.00 20.00 15.00 5.00 25.00 45.00 155.00 330.00 500.00 $680 107 $139 426 $7.668 6 $420 2 $40 47 $705 $ 219 $5,475 92 $4,140 $ $ 1 $500 DRAINAGE PIPE 6" Pipe 8" Pipe 12" Pipe 18" Pipe 24" Pipe 36" Pipe 48" Pipe 54" Pipe 60" Pipe 72" Pipe LF LF LF LF LF LF LF LF LF LF 12.00 28.00 44.00 44.00 58.00 101.00 94.00 117.00 143.00 235.00 $ $ $ 30 $1,320 $ $ $ $ $ $ Bond Quantities Worksheet Rev. 02/07 Page 1 of 3 Page 122 of 193 Taco Time, Federal Way Technical Information Report May 10th, 2013 (A) Public Roadway (B) Private On -Site Improvements Improvements ® "I L Unit Unit Price Item CATCH BASINS Inlet & Grate EA 475.00 $ CB Type I & Grate EA 900.00 $ CB Type II 48" & Grate EA 1,900.00 $ CB Type II 54" & Grate EA 2,000.00 $ CB Type II 60" & Grate EA 3,200.00 $ CB Type II 72" & Grate EA 5,000.00 $ CB Type II 84" & Grate EA 9,100.00 $ CB Type II 96" & Grate EA Bid Estimate $ Round Solid Locking Lid EA 360.00 $ Abandon Existing CB EA 325.00 1 $ RETENTION/DETENTION CONTROL Pond Excavation & Spillway CY 7.00 Restrictor/Separator EA 750.00 Vault EA Bid Estimate Gravel Access Road LF 15.00 Rip Rap Outfall Protection CY 17.00 Bollards EA 500.00 Fencing (around pond) LF 12.00 Infiltration Trench w/12" Perf LF 18.00 Flow Spreader LF 20.00 Trash Racks EA 200.00 $ $ $ $ $ $ $ $ $ $ WATER QUALITY _ __ Bioswale EA Bid Estimate Wetvault EA Bid Estimate Stormfilter Vault EA Bid Estimate Stormwater wetland EA Bid Estimate Sand Filter EA Bid Estimate Catch Basin Inserts EA 800.00 Oil/Water Separator EA Bid Estimate High Flow Bypass EA Bid Estimate $ $ $ $ $ $ $ $ RETAINING WALLS & STRUCTURES Retaining Walls SF 23.00 $ Bridges LS Bid Estimate $ TRAFFIC & LIGHTING Signalization LS Bid Estimate Channelization LS Bid Estimate Signs EA 100.00 Street Lights (City Center) EA 5,000.00 Street Lights Standard EA 3,000.00 $ $ $ $ 2 $6,000 Bond Quantities Worksheet Rev. 02/07 Page 2 of 3 Page 123 of 193 Taco Time, Federal Way Technical Information Report May 10th, 2013 RIGHT-OF-WAY LANDSCAPING (A) Public Roadway Improvements (B) Private On -Site Improvements Street Trees Sod Shrubs (City Center) Tree Grates(City Center EA SY EA EA 300.00 10.00 6.00 700.00 6 $1,800 389 $3,890 $ $ SITE STABILIZATION/EROSION CONTROL Quarry Spalls Seeding/Mulch Silt Fence Netting Jute Mesh Sediment Pond Standpipe Sensitive Area Fencing Catch Basin Inserts TN Acre LF SY EA LF EA 75.00 3,000.00 4.00 13.00 200.00 3.00 70.00 14 $1.050 90 $6,750 0.09 $270 0.47 $1.410 $ 509 $2,036 $ $ $ $ $ $ 2 $140 13 $910 Total A: $34.237 Total B: $11 106 Signature Abossein_EnQineering, LLC(425) 462-9441 Firm Name Telephone Number THE FOLLOWING INFORMATION WILL BE COMPLETED BY THE CITY OF FEDERAL WAY PUBLIC WORKS DEPARTMENT: Public Roadway Improvements (Total A): Private Erosion/Sedimentation Control (Total B): Subtotal (A + sy CONTINGENCY (20%): TOTAL BOND AMOUNT: $ K:\DEVELOPMENT SERVICES\DEVELOPMENT STANDARDS\2008 Development Standards-DRAFr\Checkllsts\Band Quantites Worksheet 2-6-07.doc Bond Quantities Worksheet Rev. 02/07 Page 3 of 3 Page 124 of 193 Taco Time, Federal Way Technical Information Report May 10th, 2013 Section 9 - Stormwater Facility Summary Sheet and Sketches Page 125 of 193 i Taco Time, Federal Way Technical Information Report May 10th, 2013 KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL STORMWATER FACILITY SUMMARY SHEET DDES Permit Number 12- a "159 - 00- M (provide one Stormwater Facility Summary Sheet per Natural Discharge Location) Overview: Project Name I AC10 It Date ��\ 0/ 1 �3 Downstream Drainage Basins Major Basin Name Immediate Basin Name Flow Control: Flow Control Facility Name/Number DF-' Tv�`T1ory TxANl2S Facility Location 4N — S 1 'i F If none, Flow control provided in regional/shared facility (give location) No flow control required Exemption number General Facility Information: Type/Number of detention facilities: Type/Number of infiltration facilities: ponds ponds vaults tanks 1 tanks (A - $t 01A) trenches Control Structure Location Type of Control Structure _ 1zkS Vi:-{Z LJ I-rJ4 O(ZIT=t CES Number of Orifices/Restrictions 2 Size of Orifice/Restriction: No. 2 No. 3 No. 4 No. 1 0, 54- 1"Cw Flow Control Performance Standard LS'-VS L 2 2009 Surface Water Design Manual 1/9/2009 I Page 126 of 193 Taco Time, Federal Way Technical Information Report KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL May 10th, 2013 1 Live Storage Volume 1�1 �^1S� CF Depth Number of Acres Served I ,'3� ':� Number of Lots N Dam Safety Regulations (Washington State Department of Ecology) Reservoir Volume above natural grade "fln Depth of Reservoir above natural grade "AA, Facility Summary Sheet Sketch Volume Factor of Safety All detention, infiltration and water quality facilities must include a detailed sketch. (11 "x17" reduced size plan sheets may be used) 2009 Surface Water Design Manual 1/9/2009 0' Page 127 of 193 Taco Time, Federal Way Technical Information Report May 10th, 2013 KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL Water Quality: Type/Number of water quality facilitiesBMPs: biofiltration swale (regular/wet/ or continuous inflow) large) large) above combined detention/wetpond sand filter (basic or large) sand filter, linear (basic or sand filter vault (basic or (wetpond portion basic or large) sand bed depth (inches) combined detention/wetvault stormwater wetland filter strip - X storm filter flow dispersion wetpond (basic or large) farm management plan landscape management plan oil/water separator (baffle or coalescing plate) Liner? catch basin inserts: Manufacturer pre -settling pond pre -settling structure: Manufacturer wetvault Is facility Lined? If so, what marker is used high flow bypass structure (e.g., flow-splitter catch basin) source controls Design Information Water Quality design flow 0 . Z.O C�=4. Water Quality treated volume (sandfilter) N / A Water Quality storage volume (wetpool) IV /A Facility Summary Sheet Sketch 2009 Surface Water Design Manual 1/9/2009 3 Page 128 of 193 Time, Federal Way 2- GV u ` \1 4i ii i i; y i II I txmuDm CURB } I I I I C I .`. E 2579 kY CP-N. { I I I I I ■ I E267;91Y CP S. \y i 31 1 4a:;CB-1 TYPE 2 STA 10+62.67 (0.00' ) I I 1 ■ �� RIM ELEV = 271.83 I *N CB-15 STA 10+57.45 {74.26' L I ; NV ELEV IN = 265.20 (N) RIM ELEV - 271.41 INV ELEV IN = 265.20 (SE) f INV ELEV OUT = 266.49 (S)RY �--- OUT = 265.20 (W) 1 I2STA 10+78.66 41 7SD-19 15.2'.gf aLCPE 0 8 RIM ELEV = 272.91 4191, } NV ELEV IN = 265.29 (E) I ti s INV ELEV IN = 265.29 (S) y 1 INV ELEV OUT = 265.29 (NW) SD-1 39.5' OF 18" LOPE 0 0.50% 27. ' OF 12" L�PE O 0 5p ` I C H. k t 1L t I SD-2 18.9' OF 18{" LCP11 0 _e Hwy w W N �I IE zr 0` 6 ' SD-4. ?IB.7' OF 12 �.CP CB-12 STA 1 66.11 \� RIM ELEI I \ INV OUT = y SD-16 18.4' OF 8" LCPE ci 0.5E 1 L T�91t T kj it CB-11 STA 11+74.66 (6.59' F f i RIM ELEV - 280.. RI INV ELEV IN = 277.51 I INV ELEV OUT = 277.51 CB-3 TYPE 2 SrA 1T+33.13 (15,33' RIM ELEV - 281 INV ELEV IN = 269.50 r INV ELEV OUT = 269.50 FT i cn _ „� i,n s' nc u' i r•ec•1 .&r Technical Information Report Mr. NO W,TH VAULT NCR11t UW OF THE SOM 15 ACIES - 1', TL L pF THE SOIfM 3/4 OF 7W y.r SOUTH HALF. NW 1/4, NW 1/4 i .�•� �KDES_ t1 uiw 6 � SD-7 9P 8' OF 18 LCPE O 9.70% 1 I f C P+rs►arW CONTECH MH-1 STA 11+58.39 (11.31' RT) r RIM ELEV = 280.14 INV ELEV IN = 267.23 (E) ! ® 0. INV ELEV OUT = 265.43 (N) g 'CONTECH MH-2 STA 11+35.75 (0.34' RT) 28 41 -RIM ELEV = 280.64 7 0 r y INV ELEV IN = 269.17 (S) 1 a INV ELEV OUT = 267.37 (W)-r-- �SD-5 15.9' F 112" LCPE 0 2.05% tti SD-6 5.6' OF 36" LCPE 0 0.505 i cc . E2MZ 12'CPr 1 ; 1 1 - ,, l 1, \■\ i CB-5 STA 12+82.86 (5.26. RT)1 i \ ='_ RIM ELEV = 280.86 `\ E Z INV ELEV IN = 276.96 (S \ E : 1 INV ELEV IN = 276.96 (N) ` ■; E 297A INV ELEV OUT = 276.96 (F) f - 1\' ' ' SD-10 37.0OF 80 1 00% l i, 1 J l �\ 1 1 � � CB-6 STA 13+19.27 (5.43' e , ,r Pwq s RIM ELEV - 281.21 LAM'c 1W ELEV IN - 277.33 (SE)' INV M OUT = 277X (N , 1 IE a� CP 50-11 37.1, 4F 8` LCP r, brn9c'sL' 1 •,�\ Ir•,Y1p.�7• 1 ' l ► 411 \ CB-9 STA 15+58.9. (53.Q2 1T)_ 1 RIM 1.19 INV ELEV IN = 277.79 (E)' INV ELEV IN = 277.79 (N)� INV ELEV OUT = 277.79 (SW)_ - l I'_ I. 50--5 8.b' OF CB-4 TYPE 2 STA 12+82.86 (3 IM ELEV = 282.34 I iNV ELEV IN = 276.76 (NE) r INV ELEV IN = 276.76 (W) '4 INV ELEV OUT = 276.76 (N) D-9 40.0' OF 12" LCPE 0 0.50% 1 w Epp a1� 4 y ti3 CB-7 STA 13+52.13 (5.39' RT) O 1.00% �' DD RIM ELEV = 281.57 'I INV ELEV IN = 277.70 (E) I IINV ELEV OUT = 277.70 (NW) r d+lsnu. I , � I ,OMrIN ww FM 28CA2 Dunw Ma RBI 273 32 E 287Z 24' CP N. E 2".82e CPS LADM NE STORM DRAINAGE PLAN SCALE: 1" = 20' C1 SO LT) , I 1 r� 1z 7 r x Z -kC1V-E1E4LLEFYVSTA `11+9219.71' LT) ttn _[ Ez sk OUi87259,80 1 ,21>Fu CB-16 TYPE 2 STA 12+71.50 (9.39' RT) I 1 I 1 I 1 RIM ELEV = 291.89 I INV ELEV OUT = 284.00 (W) 8 V OF 8' IPIE 0 1. ll II i% _ ! I CB-13 STA 10+ (5.19' RIM ELEV = 284.20 `ENV ELEV IN = 278.97 (N) ll ygls -INV ELEV OUT - 278.97 (5 4 II , 1 ✓� ' 1 ` I I 1 TAX IM4 2AL NOW41 szw •17 78.8' OF S" L t.50,% 1`I, \\ ,1D,1R1 " C r£cr aR xss ! qua aH u �, l . L . 1 1 14 :51.2' OF 8" L 0 2 } i rl i `► 1 lI CB-iQ A 1 2.94 (5.26' LT) } 1 , 05 INV OUT OUT ' 279.58 (W) < 1, ll 1 'E 0 1.50% `^SO 53' OF 6" LCPE 0 0.8% YARD DRAIN III ����� ~� y■ ; 11, 1 RIM ELEV = 282.00 '\ 1 I I I -INV ELEV = 280.001i CS-8 STA 14+27.34 (5.26' RT) ELEV = 281.98 J - • �� INV ELEV OUT = 278.45 (W) ��` p '"��3 ► fuF"S' LCPE 0 1. �` \�; ► 1 i CARWASH �1 ' I I I{11 I i TAR YAMML =04M25 LOVA FAESIWOM 20 10 0 20 40 SCALE IN FEET STORM DRAINAGE KEY NOTES Qi (4) DETENTION TANKS 8' DIA PIPES 393.5' TOTAL LENGTH, SEE CS 3 0 STORMFILTER MANHOLE WITH ZPG MEDIA C8.5 O3 STORMFILTER MANHOLE WIT CFS MEDIA e C8.5 ® COALESCING OIL WATER SEPARATOR CONTECH VORTCLARD( OR OLDCASTLE PRECAST 253-CPS C8.5 MM DRAINAGE LEGEND STORM DRAIN CATCH BASIN TYPE 1 CS 4 No STORM DRAIN CATCH BASIN TYPE 2 C8.4 • STORM DRAIN PIPE, SEE ALLOWABLE STORM DRAIN PIPES NOTE RD 6" PERFORATED ROOF DRAIN PIPE ----_Fp_ 4' PERFORATED FOUNDATION DRAIN PIPE ss SANITARY SEWER • YARD DRAIN e C8.5 ALL�}WASLE MRM DRAIN PIPES PIPE TYPE MIN COVER DUCTILE IRON PIPE, CLASS 50 OR 52 6" REINFORCED CONCRETE PIPE, CLASS IV 18" CORRUGATED PE STORM SEWER PIPE (LCPE) 24" PVC SOLID WALL PIPE, SDR 35 36" 1. CONTRACTOR SHALL VERIFY INVERT ELEVATION OF THE EXISTING CATCH BASIN OUTLET PIPE BEFORE COMMENCING CONSTRUCTION. IF CONFLICT EXISTS, CONTACT ENGINEER IMMEDIATELY. 2. STORM DRAIN MANHOLE RIM AND COVER SHALL BE FLUSHED WITH PROPOSED PAVEMENT. USE ADA APPROVED STORM DRAIN COVERS FOR SOLD LID STORM DRAIN MANHOLES. 3. COORDINATE WITH PLUMBING CONTRACTOR FOR ROOF DRAIN CONNECTIONS. 4. PROVIDE POLLUTION PROTECTION MARKER AT ALL CB WITH GRATES AND YD PER FW PW DWG 4-11. SEEe C8.4 0 Call hehro you dip PERMIT NO. 12-103389-00 APPROVED DATE �i,� ABDSSM ENL7fTT1�fTTLIL/��'+�f I G Ln IC iC44L - $alaar�r. !RPfl. .. IIILRt _ STIfY•nWlll zloo 11M s1r>3. IiS 2100BELL11Z RA 9B004 O'RCL (425) 482-9441 FAM (425) 462-9451 WEBSITM www.aboswJm. rA Job No.: 212120 Date: 5/10/2013 C5.0 (10 OF 27) T � 'o Time, Federal Way Technical Information Report 82.00' 4 - 8' 0 3' 0 ACCESS RISERS TYPE 2 60' DIA CONTROL DETENTION PIPES (TYP AT EACH PIPE) CB WITH FLOW RESTRICTOR '.. 0 0 - 0-.00 0 0 - - - 90.00,- 0 88.00, - - - TYPE 2 60' DIA CONTROL CB WITH FLOW RESTRICTOR 36' D'A PIPE RISER ELEV 277.0.3 SEDIMENT LEVEL IE ELEV 275.00 IE ELEV 269.53 IE ELEV 269.50 0" 269.03 IE ELEV 269.50 TYPE 2 54' DIA CB REQUIRED FOR THIS JUNCTION P8' 0 BULKHEAD 90.00* 8.00'0 1 NOTE: 1. USE PEA GRAVEL OR CDF BETWEEN PIPE BEDDING AND SPRINGLINE FOR EASY COMPACTION. GRADE .•ACCESS RISERS 4 - 8'0 DETENTION TANK PIPES 343.5' LONG, PROVIDED DETENTION VOLUME OF T9.7% CF. SEE NOTE 1 FOR PIPE MA713MI, DETENTION TANKS PLAN AND SECTION 1 SCALE: 1" - 10' ELEV J"TYPE 2 54" DIA CB 12' DIA PIPE ELEV 275.03 DETMON TANK NOTES 1. DETENTION TANKS SHALL BE: • ALUMINIZED TYPE 2 CORRUGATED STEEL PIPE (AASHTO M274 AND M36 •STEEL REINFORCED POLYETHYLENE PIPE (DUROMAXX OR SIMILAR) 2. DETENTION TANK PIPE SHALL HAVE A WATERTIGHT JOINTS. 3. ALL METAL PARTS SHALL BE CORROSION RESISTANT, STAINLESS STEEL OR ALUMINUM. ALL GALVANIZED PARTS TO HAVE ASPHALT TREATMENT 1. SHEAR GATE WITH ROD eFOR CLEANOUF PER FW PW DWG 4-15 C8.5 12"0 RISER 4"0 ELBOW RESTRICTOR WITH 1.32'0 ORIFICE TYPE 2 60' DW CONTROL CB WITH FLOW RESTRICTOR 36' PIPE i I 1 ■ POLYPROPYLENE MANHOLE SEEPS 12' SPACED (TYP) 8' DIA DETENTION TANK CONTROL STRUCTURE PLAN i SCALE: 1" = 2' FRAME GRATE AND LOCKING MANHOLE COVER MARKED_ "DRAIN'. SEE FW PW DWG '• 4-12 z � 1 J - I - Ti OVERFLOW� 1 277.03 I P ORIFICE EV 275.00 TOP ORIFICE I - 0 1.32• I i I - IE OUT ELEV 269.50 g a BOTTOM ORIFICE ELEV 275.00 _ ")-,_PIPE o x SUPPOR BOTTOM ORIFICE_ NIS I 0 0.54" TYPE 2 60" DIA CONTROL CB WITH FLOW RESTRICTOR POLYPROPYLENE MANHOLE STEPS 12' SPACED (TYP) 8' DIA DETENTION TANK �IE ELEV 269.53 IF ELEV 269.03 ELEV 269.50 SNEE FW PW STD DWG 4-14 FLOW RESTRICTOR AND 4-15 FROP-T SHEAR GATE FOR DETAILS NOT I SHOW HERE. I C6.5 COWROL STRUCTURE SECTION SCALE: 1" - 2' 4 Call before you dig PERMIT NO. 12-103389-00 APPROVED DATE ABOSSUN III LMTr1TATP. T1. DTTT/1 III 2100 112TH AVE. NE BELLB7CT6, WA 95004 OFF1C! (425) 462-11441 PAL• (425) 462-9451 RIME 4S'r"loe9aboaxdaoom ]w19 e4 e E4 Tn W P4 W 1 -1 Ey O a U E Job No.: 212120 Date: 5/10/2013 C5.3 (13 OF 27) A[ 9PNrr Unk J NG a IFE SCSS _ q PFR RANI 2 CIITFF __.. NCT U= TNAI CCIUNET /BETS S W.TN THE 1vawiiwR roe`w*�w mo'AI cn ru'w.. rME z M w ouu A. //[ SVFUNIS Aao R[sD[CTCRlSV4F1a SwRE E d ArfE BF...o..L s`T��Nyww'�"`Y. sn"�4iwid`ss s� csiioo-"/oin a' t`0 [L�a1o[D Y N wi• S TE R[6T/CTOR/WTAPATp sAwL ![ N.r,ArcTT rBSA .mr AL+rAB/4 a ew• .Bs...TTa sttrr~ a G4Y 4 %. Y 110. Y rvf Alo Y n� u11rArELD 1Tpy W+u turf aSATETC. as -AA CUTLET GCNAD:na,�m us e. 11T" AA STTANCA✓D COUPLING 9AroN0 �CONw 1[0 IET1L pm DA _TCD Nr0 THE ELL CF CONCETE FTC 1. THE LEER K RZER STEM w THE ATi1%r 1?r r 9WL E M sALt DLTL AS TE :a�:[r+rl� ,Sy P/L " AN r UT CWL "`°" °1'. r� ^A" a FRAFE AFD uooFn w sRvs Cir•LF m TxAr: LURour CAIE R MS$E FRa ADP. B CL/6 CDN! TEAL R CLFAR 6 RRA AA nEANwr GATE, a FRAE R LTEArt a CUPa 9 a 1nA LET P F TO CAW ro W. EC UL. TO NPE DurLEr FiPE ro NA1E sworn W. EaAL ro caxrmFE PEE La LE55 1/C. la LTILn-0dTE Leo6 YAY E LOGlEO AS SrroYM Dp ALL CN CE 6 FasR ro A59ME LADOfR CLEARANCE 1I. emcc Y E Nj cm mm 1a LviLIxTgN Tvrt� w�� may[EO& rua .N TFna --1 u .mTm iI MW OETA_ PLAN l r ys PuBuc FLOW N9RK5 CONTROL OEVII ECTOR I , TEE OTIYzEO FROP-N No a-1a �1FLdW RESiRICM 1 SCALE: NTS m PLAN VIEW (LEOUNOTSIONIFC RCLUGM n SHEAR GATE DETAIL SCALE: NTS 0-~! 0 ❑ 0 0 0 0 ❑ 0 mp¢ �;�' � camel arwn a GTE RDIES: 1. 9 WE SrW1 E A18MW ALLOT PER ASIN F1O-ZFiLB CA CAST RTN ASN AM C1A55 ]0/ AS ItpEED. 2 _ SXLLL E r UNL UBE4 OfUR/KE 9E6m. 1 uR 6NLu PC � M TEE SECRCx W mLTNC M-UGH FLARE). YUD w CA MFk 9-C YFANS A. UFT IIDD: As SEEPED at L/n RIM YR6.E RTPL'J4 ro n[ rppi lK COhn AFD ACN15TNrE FAD1[ LOCK rA/TpgD rD nAAL{ W LVFER w.PRG S STOP Tom$ W WK 0�LC0LMY- CIFM OPEIENC E! U¢IET RNCE YC.Elpll. ■ NtC c � F.LSlT � Erg TFmL wuvrPR FLANGE Aw we 4UNa[- 7. Wr 9A6KES OF LD AND mD! TO E MACNm EG M NLOPER M. n RANCE uoriNFNc LpL1s SINL E ]//• DNL STANESS SFFFl /. 1Tfi.A.i[ wANouFR.EAA CAM m FIE o sNNTH .n rc wf, /'YLgADEO Twrr lLtp THE mumk smart' 0a Bac AND % A S% W'. TO "r pi GNCLE FDA EpTPL TO THE FLAME ECtlR MOH �rd;wvllPUBLIC I FROP-T SHEAR GATE DETAIL4-15 UP sAa A SEE TTEYE AND COKTRLL TO F roP " � rR+AE AND s:cTON O CASs 1RCW FDNL AN0 COL¢q A dmm� aE CLEAN OUT PLAN V*W a alft"L@� FL.oA1ar:4u ABOSSEEN ENGR4=G IMCE GCAL-EUf.MCAL CFM - IM - 91ROCTURAL = FYWECBM 2100 112M AVE. NE BELLEVOE, VAL 98004 OFFICE: (425) 462-9441 M- (425) 462-9451 EMAIL- CS,Mte abdu com IIEBSr1E: w .abase L ccm 077 CLEANOUT SCALE: NTS H z d E in W CAST RON _ GRATE FINISHED ai 1 % GRADE zMANHOLEADAPTOR12'0 j_. CONCRI P `(SEE PIAN)IPEz HNON-SHRINK aw (TYP) 10 d. z _ g a 7 YARD DRAIN F SCALE: NTS W A W C7 d z d x A jig I INLET 1'!'C 07=: 1vsn I. • X� III! � ! 1 J ccrar.,a•Rr _ _. . - -. .... i flOr Krt - HDPE oUTET RISER g{ ELEVATION VIEW VortClarexD ,,-,�COAI,ESCING OIL WATER SEPARATOR T SCALE: NTS WCT10N A -A �—, ,WIC STORMWATER TREATMENT SYSTEM QO SCALE: NTS - PROVIDE 5 CARTRIDGES WITH ZPG MEDIA IN 72" 0 MANHOLE AND 1.8' MIN DROP FROM INLET TO OUTLET. SECTM A -A .ENHANCED STORMWATER TREATMENT SYSTU SCALE: Mrs PROVIDE 3 CARTRIDGES WITH CSF MEDIA IN 60" 0 MANHOLE AND 1.8' MIN DROP FROM INLET TO OUTLET. PERMIT NO. 12-103389-00 Job No.: 212120 Date: 5/10/2013 C8.5 APPROVED DATE (25 OF 27) Taco Time, Federal Way Technical Information Report May 10th, 2013 Section 9 - Declaration of Stormwater Facility Maintenance Covenant for PrivateStorm Facilities Page 132 of 193 Taco Time, Federal Way Technical Information Report May 10th, 2013 Recording Requested By: When Recorded Mail To: City of Federal Way Attn: Ann Dower/Public Works 33325 8'h Ave S P.O. Box 9718 Federal Way, WA 98063-9718 DECLARATION OF COVENANT Grantor (s): Hanna, Kristen Grantee (s): CITY OF FEDERAL WAY, a Washington Municipal Corporation Property Legal Description (abbreviated): Por. of NW 1/4 of NW 1/4, Section 28, T 21 N, R 4 E, WM Complete Legal Description indicated below. Assessor's Tax Parcel ID#(s): 2821049106 IN CONSIDERATION OF the approved City of Federal Way ("City") building permit for Application No. 12-103389-00-PC relating to real property legally described as: THAT PORTION OF THE NORTHWEST QUARTER OF THE NORTHWEST QUARTER OF SECTION 28, TOWNSHIP 21 NORTH, RANGE 4 EAST, W.M., IN KING COUNTY, WASHINGTON, DESCRIBED AS FOLLOWS: COMMENCING AT THE SOUTHWEST CORNER OF THE NORTHWEST QUARTER OF THE NORTHWEST QUARTER OF SECTION 28, TOWNSHIP 21 NORTH, RANGE 4 EAST, W.M., IN KING COUNTY, WASHINGTON; THENCE NORTH 89036'00" EAST ALONG THE SOUTH LINE OF SAID NORTHWEST QUARTER OF THE NORTHWEST QUARTER 181.56 FEET, TO THE EASTERLY BOUNDARY OF SECONDARY STATE HIGHWAY NO. 50; THENCE NORTHWESTERLY ALONG THE EASTERLY BOUNDARY OF SAID HIGHWAY NO. 50,231 FEET TO THE TRUE POINT OF BEGINNING OF THE TRACT HEREIN DESCRIBED; THENCE NORTH 79049'00" EAST ALONG AN EXISTING FENCE, 443.40 FEET; THENCE NORTH 00031'00" EAST TO THE NORTH BOUNDARY OF THE SOUTH 15 ACRES OF SAID NORTHWEST QUARTER OF THE NORTHWEST QUARTER; THENCE WEST ALONG THE NORTH BOUNDARY OF SAID SOUTH 15 ACRES TO THE WESTERLY BOUNDARY OF SAID SOUTH 15 ACRES TO THE EASTERLY BOUNDARY OF SAID STATE HIGHWAY NO. 50; THENCE SOUTHERLY ON SAID BOUNDARY LINE TO THE POINT OF BEGINNING, the undersigned as Grantor(s) declares that the above described Property is hereby subject to a perpetual easement for a natural or constructed storm water conveyance system ("System") and -1- Page 133 of 193 Taco Time, Federal Way Technical Information Report May 10th, 2013 hereby dedicates, covenants, and agrees as follows: 1. City shall have the right to ingress and egress over the Property to access such easement area for inspection of and to reasonably monitor the System for performance, operational flows or defects in accordance with City's Surface Water Management Divisions procedures. 2. If City determines that maintenance or repair work is required to be done to the System, the Manager of the Surface Water Management Division of the Department of Public Works ("Manager") shall give notice of the specific maintenance and/or repair required. The Manager shall also set a reasonable time in which such work must be completed by the Grantor, its heirs, successors or assigns. If the above required maintenance and/or repair is not completed within the time set by the Manager, the City may perform the required maintenance and/or repair. Written notice will be sent to the Grantor stating the City's intention to perform such maintenance. Maintenance work will not commence until at least seven (7) days after such notice is mailed. If, within the sole discretion of the Manager, there exists an imminent or present danger, said seven (7) day notice period will be waived and maintenance and/or repair work will begin immediately. If at any time the City reasonably determines that any existing retention/detention system creates any conditions detrimental to the receiving surface water system, public and/or private property, the Manager may take any measures pursuant to Federal Way Revised Code. 4. The Grantor shall assume all responsibility for the cost of any maintenance and for repairs to the System. Such responsibility shall include reimbursement to the City within thirty (30) days of the receipt of the invoice for any such work performed. Overdue payments will require payment of interest at the current legal rate as liquidated damages. If legal action ensues, the prevailing party is entitled to costs and/or fees. 5. The Grantor is hereby required to obtain written approval from the Manager prior to filling, piping, cutting, or removing vegetation (except in routine landscape maintenance) in open vegetated drainage facilities (such as swales, channels, ditches, ponds, etc.), or performing any alterations or modifications to the drainage facilities contained within Property as described previously. Any notice or consent required to be given or otherwise provided for by the provisions of this Declaration of Covenant shall be effective upon personal delivery, or three (3) days after mailing by Certified Mail, return receipt requested. 6. Grantor agrees to indemnify, defend, and hold City, its elected officials, officers, employees, agents, and volunteers harmless from any and all claims, demands, losses, actions and liabilities (including costs and all attorney fees) to or by any and all persons or entities, including, without limitation, their respective agents, licensees, or representatives, arising from, resulting from, or connected with this Declaration of Covenant except to the extent caused by the sole negligence of the City. Page 134 of 193 Taco Time, Federal Way Technical Information Report May 10th, 2013 This covenant is intended to protect the value and desirability of the Property, and shall inure to the benefit all the citizens of City of Federal Way, and shall run with the land, and shall touch and concern the land, and shall be binding on all heirs, successors, and assigns. -3- Page 135 of 193 Taco Time, Federal Way Technical Information Report May 10th, 2013 GRANTOR Kristen Hanna, as Personal Representative for Taco Time LE Kristen Hanna Personal Representative STATE OF WASHINGTON ) ) ss. COUNTY OF On this day personally appeared before me, Kristen Hanna, as Personal Representative for Taco Time, to me known to be the individual described in and who executed the foregoing instrument, and on oath swore that he/she/they executed the foregoing instrument as his/her/their free and voluntary act and deed for the uses and purposes therein mentioned. GIVEN my hand and official seal this day of , 20 G:\LawForms\PW\Declaration of Covenant StormWater 08/04 (typed/printed name of notary) Notary Public in and for the State of Washington. My commission expires -4- Page 136 of 193 Taco Time, Federal Way Technical Information Report May 10th, 2013 STATE OF WASHINGTON ) ) ss. COUNTY OF ) On this day personally appeared before me , to me known to be the of , that executed the foregoing instrument, and acknowledged the said instrument to be the free and voluntary act and deed of said corporation, for the uses and purposes therein mentioned, and on oath stated that he/she was authorized to execute said instrument and that the seal affixed, if any, is the corporate seal of said corporation. GIVEN my hand and official seal this day of 520. G:\LawForms\PW\Declaration of Covenant StormWater 08/04 (typed/printed name of notary) Notary Public in and for the State of Washington. My commission expires -5- Page 137 of 193 Taco Time, Federal Way Technical Information Report May 10th, 2013 SECTION 10 - OPERATIONS AND MAINTENANCE MANUAL Operation and Maintenance Manual for Privately Maintained Drainage Facilities is attached. Appendix A of King County Surface Water Design Manual has been used. No.3 - Detention Tanks and Vaults No.4 — Control Structure/Flow Restrictor No.5 — Catch Basins and Manholes No.6 — Conveyance Pipes and Ditches No.I 1 — Ground (Landscaping) No.21 — Stormfilter (Cartridge Type) No.23 — Coalescing Plate Oil/Water Separator No.24 — Catch Basin Insert Page 138 of 193 Taco Time, Federal Way Technical Information Report May 10th, 2013 Section 10 - Operation and Maintenance Manual Page 139 of 193 Taco Time, Federal Way Technical Information Report May 10th, 2013 APPENDIX A MAINTENANCE REQUIREMENTS FOR FLOW CONTROL, CONVEYANCE, AND WQ FACILITIES NO.3 - DETENTION TANKS AND VAULTS Maintenance Defect or Problem Conditions When Maintenance is Needed Results Expected When Component Maintenance is Performed Site Trash and debris Any trash and debris which exceed 1 cubic foot Trash and debris cleared from site. per 1,000 square feet (this is about equal to the amount of trash it would take to fill up one standard size office garbage can). In general, there should be no visual evidence of dumping. Noxious weeds Any noxious or nuisance vegetation which may Noxious and nuisance vegetation constitute a hazard to County personnel or the removed according to applicable public. regulations. No danger of noxious vegetation where County personnel or the public might normally be. Contaminants and Any evidence of contaminants or pollution such Materials removed and disposed of pollution as oil, gasoline, concrete slurries or paint. according to applicable regulations. Source control BMPs implemented if appropriate. No contaminants present other than a surface oil film. Grass/groundcover Grass or groundcover exceeds 18 inches in Grass or groundcover mowed to a height. height no greater than 6 inches. Tank or Vault Trash and debris Any trash and debris accumulated in vault or tank No trash or debris in vault. Storage Area (includes floatables and non-floatables). Sediment Accumulated sediment depth exceeds 10% of the All sediment removed from storage accumulation diameter of the storage area for % length of area. storage vault or any point depth exceeds 15% of diameter. Example: 724nch storage tank would require cleaning when sediment reaches depth of 7 inches for more than %z length of tank. Tank Structure Plugged air vent Any blockage of the vent. Tank or vault freely vents. Tank bent out of Any part of tank/pipe is bent out of shape more Tank repaired or replaced to design. shape than 10% of its design shape. Gaps between A gap wider than Y.—inch at the joint of any tank No water or soil entering tank sections, damaged sections or any evidence of soil particles entering through joints or walls. joints or cracks or the tank at a joint or through a wall. tears in wall Vault Structure Damage to wall, Cracks wider than any evidence of soil Vault is sealed and structurally frame, bottom, and/or entering the structure through cracks or qualified sound. top slab inspection personnel determines that the vault is not structurally sound. InletlOutlet Pipes Sediment Sediment filling 20% or more of the pipe. Inlettouttet pipes clear of sediment. accumulation Trash and debris Trash and debris accumulated in inlet/outlet No trash or debris in pipes. pipes (includes floatables and non-floatables). Damaged Cracks wider than Y--inch at the joint of the No cracks more than Y4-inch wide at inlettoutlet pipes or any evidence of soil entering the joint of the inlet/outlet pipe. at the joints of the inlet/outlet pipes. 2009 Surface Water Design Manual — Appendix A 1/9/2009 A-5 Page 140 of 193 Taco Time, Federal Way Technical Information Report May 10th, 2013 APPENDIX A MAINTENANCE REQUIREMENTS FLOW CONTROL, CONVEYANCE, AND WQ FACILITIES NO.3 - DETENTION TANKS AND VAULTS Maintenance Defect or Problem Conditions When Maintenance is Needed Results Expected When Component Maintenance Is Performed Access Manhole Cover/lid not in place Coverllid is missing or only partially in place. Manhole access covered. Any open manhole requires Immediate maintenance. Locking mechanism Mechanism cannot be opened by one Mechanism opens with'propertools. not working maintenance person with proper tools. Bolts cannot be seated. Self-locking cover/lid does not work. Cover/lid difficult to One maintenance person cannot remove Cover/lid can be removed and remove cover/lid after applying 80 Ibs of lift. reinstalled by one maintenance person. Ladder rungs unsafe Missing rungs, misalignment, rust, or cracks. Ladder meets design standards. ` Allows maintenance person safe access. Large access Damaged or difficult Large access doors or plates cannot be Replace or repair access door so it doors/plate to open opened/removed using normal equipment. can opened as designed. Gaps, doesn't cover Large access doors not flat and/or access Doors dose flat and covers access completely opening not completely covered. opening completely. Lifting Rings missing, Lifting rings not capable of lifting weight of door Lifting rings sufficient to lift or rusted or plate. remove door or plate. 1/9/2009 2009 Surface Water Design Manual — Appendix A A-6 Page 141 of 193 Taco Time, Federal Way Technical Information Report May 10th, 2013 APPENDIX A MAINTENANCE REQUIREMENTS FOR FLOW CONTROL, CONVEYANCE, AND WQ FACILITIES NO.4 - CONTROL STRUCTURE/FLOW RESTRICTOR Maintenance Component Defect or Problem Condition When Maintenance is Needed Results Expected When Maintenance is Performed Structure Trash and debris Trash or debris of more than '/ cubic foot which is located immediately in front of the structure opening or is blocking capacity of the structure by No Trash or debris blocking or potentially blocking entrance to structure. more than 10%. Trash or debris in the structure that exceeds'/, No trash or debris in the structure. the depth from the bottom of basin to invert the lowest pipe into or out of the basin. Deposits of garbage exceeding 1 cubic foot in volume. No condition present which would attract or support the breeding of insects or rodents. Sediment Sediment exceeds 60% of the depth from the Sump of structure contains no bottom of the structure to the invert of the lowest sediment. pipe into or out of the structure or the bottom of the FROP-T section or is within 6 inches of the invert of the lowest pipe into or out of the structure or the bottom of the FROP-T section. Damage to frame Comer of frame extends more than'/. inch past Frame is even with curb. and/or top slab curb face into the street (If applicable). Top slab has holes larger than 2 square inches or Top slab is free of holes and cracks. cracks wider than % inch. Frame not sitting flush on top slab, i.e., Frame is sitting flush on top slab. separation of more than 3/4 inch of the frame from the top slab. Cracks in walls or Cracks wider than '% inch and longer than 3 feet, Structure is sealed and structurally bottom any evidence of soil particles entering structure sound. through cracks, or maintenance person judges that structure is unsound. Cracks wider than % inch and longer than 1 foot at the joint of any inlet/outlet pipe or any evidence No cracks more than inch wide at the joint of inlet/outlet pipe. of soil particles entering structure through cracks. Settlement/ Structure has settled more than 1 inch or has Basin replaced or repaired to design misalignment rotated more than 2 inches out of alignment. standards. Damaged pipe joints Cracks wider than %cinch at the joint of the No cracks more than'/4-inch wide at inlet/outlet pipes or any evidence of soil entering the joint of inlet/outlet pipes. the structure at the joint of the inlet/outlet pipes. Contaminants and Any evidence of contaminants or pollution such Materials removed and disposed of pollution as oil, gasoline, concrete slurries or paint. according to applicable regulations. Source control BMPs implemented if appropriate. No contaminants present other than a surface oil film. Ladder rungs missing Ladder is unsafe due to missing rungs, Ladder meets design standards and or unsafe misalignment, rust, cracks, or sharp edges. allows maintenance person safe access. FROP-T Section Damage T section is not securely attached to structure T section securely attached to wall wall and outlet pipe structure should support at and outlet pipe. least 1,000 Ibs of up or down pressure. Structure is not in upright position (allow up to Structure in correct position. 10% from plumb). Connections to outlet pipe are not watertight or Connections to outlet pipe are water show signs of deteriorated grout. tight; structure repaired or replaced and works as designed. Any holes —other than designed holes —in the Structure has no holes other than structure. designed holes. Cleanout Gate Damaged or missing Cleanout gate is missing. Replace cleanout gate. 2009 Surface Water Design Manual — Appendix A 1/9/2009 A-7 Page 142 of 193 Taco Time, Federal Way Technical Information Report May 10th, 2013 APPENDIX A MAINTENANCE REQUIREMENTS FLOW CONTROL, CONVEYANCE, AND WQ FACILITIES NO.4 - CONTROL STRUCTURE/FLOW RESTRICTOR Maintenance Component Defect or Problem Condition When Maintenance is Needed Results Expected When Maintenance is Performed Cleanout gate is not watertight. Gate is watertight and works as designed. Gate cannot be moved up and down by one maintenance person. Gate moves up and down easily and is watertight. Chain/rod leading to gate is missing or damaged. Chain is in place and works as designed. Orifice Plate Damaged or missing Control device is not working properly due to missing, out of place, or bent orifice plate. Plate is in place and works as designed. Obstructions Any trash, debris, sediment, or vegetation Plate is free of all obstructions and blocking the plate. works as designed. Overflow Pipe Obstructions Any trash or debris blocking (or having the Pipe is free of all obstructions and potential of blocking) the overflow pipe. works as designed. Deformed or damaged lip Lip of overflow pipe is bent or deformed. Overflow pipe does not allow overflow at an elevation lower than design Inlet/Outlet Pipe Sediment accumulation Sediment filling 20% or more of the pipe. Inlet/outlet pipes Gear of sediment. Trash and debris Trash and debris accumulated in inlet/outlet No trash or debris in pipes. pipes (includes floatables and non-floatables). Damaged Cracks wider than'/. -inch at the joint of the No cracks more than''%. inch wide at inleUoutlet pipes or any evidence of soil entering at the joints of the inlet/outlet pipes. the joint of the inlet/outlet pipe. Metal Grates (If Applicable) Unsafe grate opening Grate with opening wider than 7/8 inch. Grate opening meets design standards. Trash and debris Trash and debris that is blocking more than 20% Grate free of trash and debris. of grate surface. footnote to guidelines for disposal Damaged or missing Grate missing or broken member(s) of the grate. Grate is in place and meets design standards. Manhole Cover/Lid Cover/lid not in place Covedlid is missing or only partially in place. Cover/lid protects opening to Any open structure requires urgent structure. maintenance. Locking mechanism Mechanism cannot be opened by one Mechanism opens with proper tools. Not Working maintenance person with proper tools. Bolts cannot be seated. Self-locking cover/lid does not work. CoverAid difficult to One maintenance person cannot remove CoverAid can be removed and Remove cover/lid after applying 80 lbs. of lift. reinstalled by one maintenance person. 1/9/2009 2009 Surface Water Design Manual — Appendix A A-8 Page 143 of 193 Taco Time, Federal Way Technical Information Report May 10th, 2013 APPENDIX A MAINTENANCE REQUIREMENTS FOR FLOW CONTROL, CONVEYANCE, AND WQ FACILITIES FNO- 5 - CATCH BASINS AND MANHOLES Maintenance Component Defect or Problem Condition When Maintenance is Needed Results Expected When Maintenance is Performed Structure Sediment Sediment exceeds 60% of the depth from the Sump of catch basin contains no bottom of the catch basin to the invert of the sediment. lowest pipe into or out of the catch basin or is within 6 inches of the invert of the lowest pipe into or out of the catch basin. Trash and debris Trash or debris of more than '% cubic foot which is located immediately in front of the catch basin opening or is blocking capacity of the catch basin No Trash or debris blocking or potentially blocking entrance to catch basin. by more than 10%. Trash or debris in the catch basin that exceeds '/3 the depth from the bottom of basin to invert the No trash or debris in the catch basin. lowest pipe into or out of the basin. Dead animals or vegetation that could generate No dead animals or vegetation odors that could cause complaints or dangerous present within catch basin. gases (e.g., methane). Deposits of garbage exceeding 1 cubic foot in No condition present which would volume. attract or support the breeding of insects or rodents. Damage to frame Comer of frame extends more than % inch past Frame is even with curb. and/or top slab curb face into the street (If applicable). Top slab has holes larger than 2 square inches or Top slab is free of holes and cracks. cracks wider than % inch. Frame not sitting flush on top slab, i.e., Frame is sitting flush on top slab. separation of more than % inch of the frame from the top stab. Cracks in walls or Cracks wider than Y inch and longer than 3 feet, Catch basin is sealed and bottom any evidence of soil particles entering catch structurally sound. basin through cracks, or maintenance person judges that catch basin is unsound. Cracks wider than Y2 inch and longer than 1 foot No cracks more than inch wide at at the joint of any inlet/outlet pipe or any evidence the joint of inlet/outlet pipe. of soil particles entering catch basin through cracks. Settlement/ Catch basin has settled more than 1 inch or has Basin replaced or repaired to design misalignment rotated more than 2 inches out of alignment. standards. Damaged pipe joints Cracks wider than %cinch at the joint of the No cracks more than %.-inch wide at inlet/outlet pipes or any evidence of soil entering the joint of inlet/outlet pipes. the catch basin at the joint of the inlet/outlet pipes. Contaminants and Any evidence of contaminants or pollution such Materials removed and disposed of pollution as oil, gasoline, concrete slurries or paint. according to applicable regulations. Source control BMPs implemented if appropriate. No contaminants present other than a surface oil film. Inlet/Outlet Pipe Sediment Sediment filling 20% or more of the pipe. Inletloutlet pipes clear of sediment. accumulation Trash and debris Trash and debris accumulated in inlet/outlet No trash or debris in pipes. pipes (includes floatables and non-floatables). Damaged Cracks wider than %cinch at the joint of the No cracks more than ''Y inch wide at inlet/outlet pipes or any evidence of soil entering the joint of the inlet/outlet pipe. at the joints of the inlet/outlet pipes. 2009 Surface Water Design Manual —Appendix A 1/9/2009 A-9 Page 144 of 193 Taco Time, Federal Way Technical Information Report APPENDIX A MAINTENANCE REQUIREMENTS FLOW CONTROL, CONVEYANCE, AND WQ FACILITIES May 10th, 2013 NO.5 - CATCH BASINS AND MANHOLES Maintenance Defect or Problem Condition When Maintenance is Needed Results Expected When Component Maintenance is Performed Metal Grates Unsafe grate opening Grate with opening wider than'/9 inch. Grate opening meets design (Catch Basins) I standards. Trash and debris Trash and debris that is blocking more than 20% 1 Grate free of trash and debris. of grate surface. footnote to guidelines for disposal Damaged or missing Grate missing or broken member(s) of the grate. Grate is in place and meets design Any open structure requires urgent standards. maintenance. Manhole Cover/Lid CoverAid not in place CoverAid is missing or only partially in place. CoverAid protects opening to Any open structure requires urgent structure. maintenance. Locking mechanism Mechanism cannot be opened by one Mechanism opens with proper tools. Not Working maintenance person with proper tools. Bolts cannot be seated. Self-locking coverAid does not work. CoverAid difficult to One maintenance person cannot remove CoverAid can be removed and Remove cover/lid after applying 80 lbs. of lift. reinstalled by one maintenance person. 1/9/2009 2009 Surface Water Design Manual — Appendix A A-10 Page 145 of 193 Taco Time, Federal Way Technical Information Report May 10th, 2013 APPENDIX A MAINTENANCE REQUIREMENTS FOR FLOW CONTROL, CONVEYANCE, AND WQ FACILITIES NO.6 - CONVEYANCE PIPES AND DITCHES Maintenance Defect or Problem Conditions When Maintenance is Needed Results Expected When Component Maintenance is Performed Pipes Sediment & debris Accumulated sediment or debris that exceeds Water flows freely through pipes. accumulation 20% of the diameter of the pipe. Vegetation/roots Vegetation/roots that reduce free movement of Water flows freely through pipes. water through pipes. Contaminants and Any evidence of contaminants or pollution such Materials removed and disposed of pollution as oil, gasoline, concrete slurries or paint. according to applicable regulations. Source control BMPs implemented if appropriate. No contaminants present other than a surface oil film. Damage to protective Protective coating is damaged; rust or corrosion Pipe repaired or replaced. coating or corrosion is weakening. the structural integrity of any part of pipe. Damaged Any dent that decreases the cross section area of Pipe repaired or replaced. pipe by more than 20% or is determined to have weakened structural integrity of the pipe. Ditches Trash and debris Trash and debris exceeds 1 cubic foot per 1,000 Trash and debris cleared from square feet of ditch and slopes. ditches. Sediment Accumulated sediment that exceeds 20% of the Ditch cleaned/flushed of all sediment accumulation design depth. and debris so that it matches design. Noxious weeds Any noxious or nuisance vegetation which may Noxious and nuisance vegetation constitute a hazard to County personnel or the removed according to applicable public. regulations. No danger of noxious vegetation where County personnel or the public might normally be. Contaminants and Any evidence of contaminants or pollution such Materials removed and disposed of pollution as oil, gasoline, concrete slurries or paint. according to applicable regulations. Source control BMPs implemented if appropriate. No contaminants present other than a surface oil film. Vegetation Vegetation that reduces free movement of water Water flows freely through ditches. through ditches. Erosion damage to Any erosion observed on a ditch slope. Slopes are not eroding. slopes Rock lining out of One layer or less of rock exists above native soil Replace rocks to design standards. place or missing (if area 5 square feet or more, any exposed native Applicable) soil. 2009 Surface Water Design Manual — Appendix A 1/9/2009 A-11 Page 146 of 193 Taco Time, Federal Way Technical Information Report May 10th, 2013 APPENDIX A MAINTENANCE REQUIREMENTS FLOW CONTROL, CONVEYANCE, AND WQ FACILITIES NO. I I -GROUNDS (LANDSCAPING) Maintenance Defect or Problem Conditions When Maintenance Is Needed Results Expected When Component Maintenance is Performed Site Trash or litter Any trash and debris which exceed 1 cubic foot Trash and debris cleared from site. per 1,000 square feet (this is about equal to the amount of trash it would take to fill up one standard size office garbage can). In general, there should be no visual evidence of dumping. Noxious weeds Any noxious or nuisance vegetation which may Noxious and nuisance vegetation constitute a hazard to County personnel or the removed according to applicable public. regulations. No danger of noxious vegetation when: County personnel or the public might normally be. Contaminants and Any evidence of contaminants or pollution such Materials removed and disposed of pollution as oil, gasoline, concrete slurries or paint. according to applicable regulations. Source control BMPs implemented if appropriate. No contaminants present other than a surface oil film. Grass/groundcover Grass or groundcover exceeds 18 inches in Grass or groundcover mowed to a height. height no greater than 6 inches. Trees and Shrubs Hazard Any tree or limb of a tree identified as having a No hazard trees in facility. potential to fall and cause property damage or threaten human life. A hazard tree identified by a qualified arborist must be removed as soon as possible. Damaged Limbs or parts of trees or shrubs that are split or Trees and shrubs with less than 5% broken which affect more than 25% of the total of total foliage with split or broken foliage of the tree or shrub. limbs. Trees or shrubs that have been blown down or No blown down vegetation or knocked over. knocked over vegetation. Trees or shrubs free of injury. Trees or shrubs which are not adequately Tree or shrub in place and supported or are leaning over, causing exposure adequately supported; dead or of the roots. diseased trees removed. 1/9/2009 A-16 2009 Surface Water Design Manual — Appendix A Page 147 of 193 Taco Time, Federal Way Technical Information Report May 10th, 2013 APPENDIX A MAINTENANCE REQUIREMENTS FLOW CONTROL, CONVEYANCE, AND WQ FACILITIES NO.21 - STORMFILTER (CARTRIDGE TYPE) Maintenance Defect or Problem Condition When Maintenance is Needed Results Expected When Component Maintenance is Performed Site Trash and debris Any trash or debris which impairs the function of Trash and debris removed from the facility. facility. Contaminants and Any evidence of contaminants or pollution such Materials removed and disposed of pollution as oils, gasoline, concrete slurries or paint. according to applicable regulations. Source control BMPs implemented if appropriate. No contaminants present other than a surface oil film. Life cycle System has not been inspected for three years. Facility is re -inspected and any needed maintenance performed. Vault Treatment Sediment on vault Greater than 2 inches of sediment. Vault is free of sediment. Area floor Sediment on top of Greater than''/s inch of sediment. Vault is free of sediment. cartridges Multiple scum lines Thick or multiple scum lines above top of Cause of plugging corrected, above top of cartridges. Probably due to plugged canisters or canisters replaced if necessary. cartridges underdrain manifold. Vault Structure Damage to wall, Cracks wider than %cinch and any evidence of Vault replaced or repaired to design Frame, Bottom, and/or soil particles entering the structure through the specifications. Top Slab cracks, or qualified inspection personnel determines the vault is not structurally sound. Baffles damaged Baffles corroding, cracking warping, and/or Repair or replace baffles to showing signs of failure as determined by specification. maintenance/inspection person. Filter Media Standing water in 9 inches or greater of static water in the vault for No standing water in vault 24 hours vault more than 24 hours following a rain event and/or after a rain event. overflow occurs frequently. Probably due to plugged filter media, underdrain or outlet pipe. Short circuiting Flows do not properly enter filter cartridges. Flows go through filter media. Underdrains and Sediment/debris Underdrains or clean -outs partially plugged or Underdrains and clean -outs free of Clean -Outs filled with sediment and/or debris. sediment and debris. Inlet/Outlet Pipe Sediment Sediment filling 20% or more of the pipe. Inlet/outlet pipes clear of sediment. accumulation Trash and debris Trash and debris accumulated in inlet/outlet No trash or debris in pipes. pipes (includes floatables and non-floatables). Damaged Cracks wider than Y2-inch at the joint of the No cracks more than'/. -inch wide at inlet/outlet pipes or any evidence of soil entering the joint of the inlet/outlet pipe. at the joints of the inlet/outlet pipes. Access Manhole CoverAid not in place Cover/lid is missing or only partially in place. Manhole access covered. Any open manhole requires Immediate maintenance. Locking mechanism Mechanism cannot be opened by one Mechanism opens with proper tools. not working maintenance person with proper tools. Bolts cannot be seated. Self-locking cover/lid does not work. CoverAid difficult to One maintenance person cannot remove Cover/lid can be removed and remove cover/lid after applying 80 Ibs of lift. reinstalled by one maintenance person. Ladder rungs unsafe Missing rungs, misalignment, rust, or cracks. Ladder meets design standards. Allows maintenance person safe access. Large access Damaged or difficult Large access doors or plates cannot be Replace or repair access door so it doors/plate to open opened/removed using normal equipment. can opened as designed. 1/9/2009 2009 Surface Water Design Manual — Appendix A A-30 Page 148 of 193 Taco Time, Federal Way Technical Information Report May 10th, 2013 APPENDIX A MAINTENANCE REQUIREMENTS FOR FLOW CONTROL, CONVEYANCE, AND WQ FACILITIES NO. 21- STORMFILTER (CARTRIDGE TYPE) Maintenance Defect or Problem Condition When Maintenance Is Needed Results Expected When Component Maintenance is Performed Gaps, doesn't cover Large access doors not flat and/or access Doors dose flat and cover access completely opening not completely covered. opening completely. Lifting Rings missing, Lifting rings not capable of lifting weight of door Lifting rings sufficient to lift or rusted or plate. remove door or plate. 2009 Surface Water Design Manual — Appendix A 1/9/2009 A-31 Page 149 of 193 Taco Time, Federal Way Technical Information Report May 10th, 2013 APPENDIX A MAINTENANCE REQUIREMENTS FOR FLOW CONTROL, CONVEYANCE, AND WQ FACILITIES NO.23 - COALESCING PLATE OIL/WATER SEPARATOR Maintenance Deflect Condition When Maintenance is Needed Results Expected When Component Maintenance is Performed Site Trash and debris Any trash or debris which impairs the function of Trash and debris removed from the facility. facility. Contaminants and Floating oil in excess of 1 inch in first chamber, No contaminants present other than pollution any oil in other chambers or other contaminants a surface oil film. of any type in any chamber. Vault Treatment Sediment Sediment accumulation of 6 inches or greater in No sediment in the forebay. Area accumulation in the the forebay. forebay Discharge water not Inspection of discharge water shows obvious Repair function of plates so effluent clear signs of poor water quality - effluent discharge is clear. from vault shows thick visible sheen. Trash or debris Trash and debris accumulation in vault Trash and debris removed from accumulation (floatables and non-floatables). vault. Oil accumulation Oil accumulation that exceeds 1 inch at the water No visible oil depth on water and surface in the in the coalescing plate chamber. coalescing plates clear of oil. Coalescing Plates Damaged Plate media broken, deformed, cracked and/or Replace that portion of media pack showing signs of failure. or entire plate pack depending on severity of failure. Sediment Any sediment accumulation which interferes with No sediment accumulation accumulation the operation of the coalescing plates. interfering with the coalescing plates. Vault Structure Damage to Wall, Cracks wider than and any evidence of Vault replaced or repaired to design Frame, Bottom, and/or soil particles entering the structure through the specifications. Top Slab cracks, or maintenance inspection personnel determines that the vault is not structurally sound. Baffles damaged Baffles corroding, cracking, warping and/or Repair or replace baffles to showing signs of failure as determined by specifications. maintenance/inspection person. Ventilation Pipes Plugged Any obstruction to the ventilation pipes. Ventilation pipes are clear Shutoff Valve Damaged or Shutoff valve cannot be opened or closed. Shutoff valve operates normally. inoperable Inlet/Outlet Pipe Sediment Sediment filling 20% or more of the pipe. Inlet/outlet pipes Gear of sediment. accumulation Trash and debris Trash and debris accumulated in inlettoutlet No trash or debris in pipes. pipes (includes floatables and non-floatables). Damaged Cracks wider than Y2-inch at the joint of the No cracks more than'/. -inch wide at inlet/outlet pipes or any evidence of soil entering the joint of the inlettoutlet pipe. at the joints of the inlet/outlet pipes. Access Manhole Cover/lid not in place Cover/lid is missing or only partially in place. Manhole access covered. Any open manhole requires immediate maintenance. Locking mechanism Mechanism cannot be opened by one Mechanism opens with proper tools. not working maintenance person with proper tools. Bolts cannot be seated. Self-locking cover/lid does not work. Cover/lid difficult to One maintenance person cannot remove Cover/lid can be removed and remove cover/lid after applying 80 Ibs of lift. reinstalled by one maintenance person. Ladder rungs unsafe Missing rungs, misalignment, rust, or cracks. Ladder meets design standards. Allows maintenance person safe access. 2009 Surface Water Design Manual —Appendix A 1/9/2009 A-33 Page 150 of 193 Taco Time, Federal Way Technical Information Report May 10th, 2013 APPENDIX A MAINTENANCE REQUIREMENTS FLOW CONTROL, CONVEYANCE, AND WQ FACILITIES NO.23 - COALESCING PLATE OIL/WATER SEPARATOR Maintenance Component Defect Condition When Maintenance is Needed Results Expected When Maintenance Is Performed Large access doors/plate Damaged or difficult to open Large access doors or plates cannot be opened/removed using normal equipment. Replace or repair access door so it can opened as designed. Gaps, doesn't cover completely Large access doors not flat and/or access opening not completely covered. Doors dose flat and cover access opening completely. Lifting Rings missing, rusted Lifting rings not capable of lifting weight of door or plate. Lifting rings sufficient to lift or remove door or plate. 1/9/2009 2009 Surface Water Design Manual — Appendix A A-34 Page 151 of 193 Taco Time, Federal Way Technical Information Report May 10th, 2013 APPENDIX A MAINTENANCE REQUIREMENTS FOR FLOW CONTROL, CONVEYANCE, AND WQ FACILITIES NO.24 - CATCH BASIN INSERT Maintenance Defect or Problem Conditions When Maintenance is Needed Results Expected When Component Maintenance is Performed Media Insert Visible Oil Visible oil sheen passing through media Media inset replaced. Insert does not fit Flow gets into catch basin without going through All flow goes through media. catch basin properly media. Filter media plugged Filter media plugged. Flow through filter media is normal. Oil absorbent media Media oil saturated. Oil absorbent media replaced. saturated Water saturated Catch basin insert is saturated with water, which Insert replaced. no longer has the capacity to absorb. Service life exceeded Regular interval replacement due to typical Media replaced at manufacturer's average life of media insert product, typically one recommended interval. month. Seasonal When storms occur and during the wet season. Remove, clean and replace or install maintenance new insert after major storms, monthly during the wet season or at manufacturer's recommended interval. 2009 Surface Water Design Manual — Appendix A 1/9/2009 A-35 Page 152 of 193 Taco Time, Federal Way Technical Information Report May 10th, 2013 APPENDIX A - GEOTECHNICAL REPORT Page 153 of 193 Taco Time, Federal Way Technical Information Report May 10th, 2013 October 17, 2012 Hanna Group 3300 Maple Valley Highway Renton, Washington 98058 Attn: Ms. Kristen Hanna, Owner Re: Addendum to Geotechnical Engineering Report Federal Way Taco Time Restaurant (Formerly Proposed Golden Corral Restaurant) 35500 Enchanted Parkway S. Federal Way, Washington Terracon Project. B215016 Dear Ms. Hanna: Irerracon The purpose of this addendum is to provide our evaluation of the above -referenced site in relation to the newly proposed development. Previously, Terracon Consultants, Inc. (Terracon) prepared a geotechnical engineering report (J-2383, dated April 24, 2006) for a proposed new Golden Corral Restaurant site. Current site development plans call for building a new Taco Time restaurant. We understand that the new structure will be similar in construction but located slightly south of the structure described in our 2006 report. Recently, a representative of Terracon visited the subject site to observe surface conditions. These conditions have not changed since the time of our 2006 report, with the exception of a significant increase in vegetation. Therefore, provided that the recommendations presented in our previous report are implemented, we are of the opinion that our report remains applicable to the current project. We appreciate the opportunity to be of service to you on this project. If you have any questions, please contact us. Sincerely, Terrac Consult ts, Inc. c � QY Paul D. Davis, P.E. Office Manager 094 . r Ak 'James M. Brisbine, P.G., P.E. Senior Engineer ION I- Terracon Consultants, Inc. 2115 S. 56t" St., Suite 405 Tacoma, Washington 98409 P [253] 573 9939 F [253] 573 9959 terracon.com 193 ime, May 10th, 2013 a ZZA Z'pger Zeman Associates, Inc. 1 �A' Geotechnical and Environmental Consulting �A 1roiacan Company J-2383 April 24, 2006 Golden Northwest Enterprises 6872 NW Lois Drive Silverdale, Washington 93838 Attention: Mr. Brian Kim Subject: Geotechnical Evaluation Proposed Golden Corral Restaurant Federal Way, Washington Dear Mr. Kim: In accordance with your request and written authorization, Zipper Zeman Associates, Inc. (ZZA) has completed a Subsurface Exploration and Geotechnical Engineering Evaluation for the above - referenced project. This report has been prepared in accordance with generally accepted geotechnical engineering practices for the exclusive use of Golden Northwest Enterprises and their designers, for specific application to the referenced project and site location. SCOPE OF SERVICES The authorized scope of services completed by ZZA for this project included a visual site reconnaissance, subsurface exploration, field and laboratory testing, engineering analyses, and preparation of this report. This report was prepared in general accordance with our Proposal for Geotechnical Engineering Services (P-3187) dated January 27, 2006. Written authorization to proceed with this evaluation was provided on February 6, 2006. SITE AND PROJECT DESCRIPTION The subject site is located at 35500 Enchanted Parkway South in Federal Way, Washington and is recorded asbeing 2.63 acres in size. The site is bordered to the west by the Enchanted Parkway South and commercial development, to the north by commercial development, to the south by commercial development and South 356th Street and to the east by undeveloped land. The site is developed with an office building, detached garage and an espresso stand. Several gravel and mulch storage piles are located in the northeastern quarter of the site and are separated by block retaining walls. A few trees and bushes are scattered throughout the site and a small nursery is located in the approximate center of the site. The site slopes downward to the west at an average slope of about 10 percent with overall topographic relief on the order of approximately 40 feet. We understand that the proposed project will consist of demolition of the existing office building and garage, removal of the existing espresso stand, and construction of an approximately 10,700 square foot restaurant with associated parking to the south and east of the building. Based on 1 18905 33" Avenue West #117, Lynnwood, WA 98036 425-771-3304 Fax: 425-771-3549 Page 155 of 193 May 10th, 2013 ZZA Golden Corral r�r�►�,��•r )-2383 ' April 24, 2006 Page 2 ' conversations with the project civil engineer, we understand that the project will likely involve cut areas on the east side of the site and fill areas on the west side of the site. Rockeries will be ' constructed near the west side of the restaurant, east of the proposed parking and along the northern edge of the entire site. However, at the time of this report, no grading information was available for our review. ' SUBSURFACE CONDITIONS ' We completed six tests pits at the approximate locations as presented on Figure 1, Site and Exploration Plan. Descriptive test pit logs and exploration procedures can be found in Appendix A of this report. Appendix B contains laboratory testing procedures and results. In general, test pits TP-1 and TP-2 encountered a couple of inches of topsoil immediately underlain by medium dense; gravelly, silty sand to medium "stiff to stiff, gravelly, sandy silt to depths of 2 to 2.5 feet. At this depth, dense to very dense silty, gravelly sand was encountered to the full depth of the excavation (12 feet). This soil layer is interpreted to be glacial till. Test pits TP-1 through TP-3 encountered grass and blackberry bushes over 1 to 2 inches of topsoil that supported much of the root structure. Test pit TP-4 encountered tree stumps and about 6 inches of mulch. Medium dense silty gravelly sand that was interpreted as glacial till fill was ' encountered to depths of about 6 inches in test pits TP-3 through TP-5 and to a depth of 1 foot in test pit TP-4. Fill material consisting of dense, silty sand with varying amounts of gravel was encountered in test pits TP-5 and TP-6 to depths of 3 and 2%a feet, respectively. The topsoil, ' mulch and fill was underlain by stiff, sandy silt and medium dense silty sand with varying amounts of gravel to depths of 2 to 4 feet below existing ground surface in test pits TP-3 through TP-6. This was underlain by very dense, moist, silty, gravelly sand that was interpreted as glacial till to the full depths of the excavations ranging from 6 to 14 feet below existing ground surface. Groundwater Conditions ' Groundwater was not encountered in any of the explorations. Groundwater conditions should be expected to fluctuate throughout the year depending upon site utilization, precipitation variation ' and other factors. Although we did not observe active seepage, it is typical for perched groundwater to be present within fill soils overlying a less permeable soil stratum such as the glacial till. ' Seismic Criteria ' Based on the soil conditions encountered in the test pits advanced at the project site, as well as our understanding of local geology, the subsurface site conditions are interpreted to correspond to a Site Class C as defined by 1615.1.1 of the 2003 IBC. Site Class C applies to an average soil profile within the top 100 feet consisting predominantly of stiff soils. These soils are characterized by Standard Penetration Test blowcounts greater than 50, a shear wave velocity of between 1,200 and 2,500 feet per second, and an undrained shear strength greater than 2,000 pounds per square foot. 1 J-2383 Golden Corral Page 156 of 193 I Taco Time, Federal Way ZVVIZAMON Technical Information Report Golden Corral 3-2383 April 24, 2006 Page 3 May 10th, 2013 Geotechnical earthquake engineering input to development of the general design response spectrum of the International Building Code 2003 requires a site class definition and short period (Ss) and a 1-second period (Sl) spectral acceleration values. The USGS National Seismic Hazard Mapping Project (http:lleghazmaps.usgs.govlj computes the 1996 spectral ordinates (5 percent damping) at periods of 0.2 and 1.0 seconds for ground motions at the project site with a 2 percent probability of exceedance in 50 years as 1.23g and 0.39g. Therefore, we recommend that Ss and Sl be assigned values of 1.23 and 0.39, respectively. We recommend that the ground motion values presented in Figures 1615(1) and 1615(2) of the 2003 IBC be used to confirm the appropriate design accelerations. The site soils are not considered to be prone to liquefaction due to its relative density, grain size distribution, and the lack of saturated soil conditions. The potential for seismic related settlement is considered low. Based on our analyses, foundation bearing capacity failure is considered unlikely, and settlement of greater than 1 inch is considered unlikely during a design -level earthquake. CONCLUSIONS AND RECOMMENDATIONS In our opinion the proposed development appears feasible from a geotechnical engineering standpoint. Based on the subsurface conditions encountered in the excavations, it is our opinion ' that the building can be supported by the medium dense or better native soils on conventional shallow foundations. The design recommendations presented in this report are based on the observed soil conditions and on the assumption that earthwork for site grading, utilities, ' foundations, retaining walls, and pavements will be monitored by a qualified geotechnical engineer from ZZA. ' Site Preparation Clearing and St ping: Site preparation will require removing surface vegetation and organic - rich topsoil, or other deleterious materials in planned building and pavement areas. In addition, existing fill soils present within the planned building footprint should be removed. We estimate 1 that the average topsoil thickness varies between approximately 1 to 2 inches where grass and blackberry bushes are present on the north side of the property. In addition, areas of deeper organics should be expected to be encountered where trees and old mulch piles are present. The stripped topsoil and roots should be considered unsuitable for reuse as structural fill. Actual removal depths should be determined by a qualified geotechnical engineer at the time of grading based on the subgrade material's organic content and stability. ' Drainage Considerations: Stripping, excavation, grading, and subgrade preparation should be performed in a manner and sequence that will provide drainage at: all times and provide proper control of erosion. Although groundwater was not encountered in any of the explorations perched groundwater can develop above the glacial till contact after periods of extended precipitation. Accumulated water must be removed from work areas immediately prior to 1 performing further work in the area. Equipment access may be limited and the amount of soil IJ-2383 Golden Corral P I Taco Time, Federal Way ZZA Technical Information Report Golden Corral J-2383 April 24, 2006 Page 4 rendered unfit for use as structural fill may be greatly increased if drainage efforts are not accomplished in a timely manner. Existing Structures: A one story office building with an attached garage was located in the western half of the property at the time of our investigation. In addition, a drive -through espresso stand was located north and west of the office building. Any existing underground structures (e.g., septic tanks, wells, pipelines, foundations, utilities, etc.) should be removed, relocated, or abandoned, as necessary, in accordance with all local, state and federal regulations. Localized excavations made for removal of structures, utilities, and the removal of unsuitable fill materials should be prepared in accordance with the Subgrade Preparation section of this report. The overexcavation should be backfilled with structural fill material placed and compacted in accordance with the Fill Placement and Compaction sections of this report. On -Site Soil Considerations: The on -site soils disclosed in all the test pits are considered to be ' sensitive to moisture due to the relatively high fines content of the soils. Thus, if construction activities take place during extenders wet weather periods, or if the in -situ moisture conditions are elevated above the optimum moisture content, they could become soft, yielding, or unable to be compacted to required criteria. This may require the use of import granular fill if the site soils become too wet to obtain adequate compaction. ' Sib —grade Preparation: Prior to placing fill, we recommend that the exposed subgrade within the building and pavement areas should be proofrolled with heavy rubber -tired construction equipment, such as a fully -loaded tandem -axle dump truck, (in the presence of the geotechnical ' engineer) to detect soft and/or yielding soils. The exposed subgrade soils should be firm, unyielding, and meet a minimum compaction of 95 percent of the maximum laboratory density, as determined by ASTM D-1557. In the event that compaction fails to meet the specified criteria, the upper 12 inches of subgrade should be scarified and moisture conditioned, as necessary to obtain at least 95 percent of the maximum laboratory density. Those soils which are soft, yielding, or unable to be compacted to the specified criteria should be overexcavated and ' replaced with suitable material. Overexcavations should be backfilled with structural fill material placed and compacted in accordance with the Structural Fill section of this report. Subgrade preparation and selection, placement, and compaction of structural fill should be performed under engineering controlled conditions in accordance with the project specifications. ' Frozen Subgrade_ Soils: If earthwork takes place during freezing conditions, all exposed subgrades should be allowed to thaw and then be recompacted prior to placing subsequent lifts of structural fill or foundation components. Alternatively, the frozen material could be stripped 1 from the subgrade to reveal unfrozen soil prior to placing subsequent lifts of fill or foundation components. The frozen soil should not be reused as structural fill until allowed to thaw and adjusted to the proper moisture content, which may not be possible during winter months. 11 Geoteehnical Monitorinu: The Geotechnical Engineer of record should be present during site preparation operations to observe stripping and grubbing depths, observe the removal of buried ' structures, such as underground utilities, or foundations, observe the proof rolling operations, and to evaluate the exposed subgrade. 1 1-2383 Golden Coral May 10th, 2013 Page 158 of 193 Taco Time, Federal Way - Tee icy of rmaion F�epor� May 10th, 2013 ZZA Golden Corral ]-2383 ACE April 24, 2006 �� Page 5 Structural Fill The following sections present our recommendations for compaction and placement of structural fill. Structural fill includes any fill material placed under footings, pavements, or other permanent structures or facilities. ' Subgrade Verification and Compaction Testing: Regardless of material or location, all fill material should be placed over properly compacted subgrades in accordance with the Site ' Preparation section of this report. The condition of all subgrades should be verified by the Geotechnical Engineer before fill placement or earthwork grading begins. Earthwork monitoring and field density testing should be performed during grading to provide a basis for opinions concerning the degree of soil compaction attained. Laboratory Testing: Representative samples of materials to be utilized as compacted fill should 1 be analyzed in a laboratory to determine their physical properties. If any material other than that previously tested is encountered during grading, the appropriate analysis of this material should be conducted. Samples should be submitted at least 72 hours prior to importing to the site. Re -Use of On -Site Soils: With the exception of the organic -rich topsoil and fill containing deleterious material, it is our opinion that the soils encountered on the site are considered suitable ' for reuse as structural fill from a compositional standpoint. Organic -rich soil is defined as soils having 5% or more organics. Organic -rich soil was disclosed in test pit TP-6 at a depth of 1 foot and is likely present to depths of 2% feet at this location due to indications that this is the ' location of an older mulch storage area_ Provided the soil does not contain significant organic content or other deleterious materials, and is placed and compacted in accordance with the Compaction Criteria section of this report, the on -site soils may be reused as structural fill for ' foundation and pavement support Re -Use of Topsoil: The organic -rich soils may be used in non-structural areas, e.g., landscape 1 areas, provided settlements beyond what is typical in building and parking areas can be tolerated. Otherwise, it should be wasted from the site. ' Imported Structural Fill Material: Materials typically used for imported structural fill include pit -run sand and gravel, various mixtures of sand, silt and gravel, and crushed recycled concrete. . ' Recycled concrete is suitable for structural fill provided the material is thoroughly crushed to a well -graded, 2- to 3-inch minus product and is free of deleterious materials such as wood. Structural fill materials should be free of deleterious, organic, or frozen matter and should ' contain!* chemicals that may result in the material being classified as "contaminated". Imported fill should meet the requirements of section 9-03.14(l), Gravel Borrow as presented in WSDOT 2006 Standard Specif cations far Road, Bridge and Municipal Construction. Fill Placement: Fill material should be moisture conditioned and compacted in controlled horizontal layers not'exceeding 10 inches in loose thickness, and each layer should be thoroughly compacted to the required level with suitable equipment for the soil conditions. J-2383 Golden Corral Page 159 of 193 Taco Time, Federal Way ZZA M 16, Un Technical Information Report Golden Corral 1.2383 April 24, 2006 Page 6 Compaction Criteria: Each layer of fill should be compacted to at least 95 percent of the maximum laboratory dry density as determined by the ASTM D-1557 Modified Proctor Compaction Test. Where moisture content of the fill or density testing yields compaction results less than 95 percent, additional compaction effort and/or moisture conditioning, as necessary, should be performed, until the fill material is in accordance with the compaction requirements. Fill Material - Moisture Content: All fill material placed must be moisture conditioned, as necessary, to within f2 percent of the optimum moisture content for compaction. If excessive moisture in the fill results in failing results or an unacceptable "pumping" or yielding condition, then the fill should be allowed to dry until the moisture content is within the necessary range to meet the required compaction requirements or reworked until acceptable conditions are obtained. Shallow Foundations In our opinion, conventional spread footings are suitable for support of the proposed building, provided the bearing soils are prepared in accordance with the recommendations presented herein. May 10th, 2013 Bearing Subgrade: We recommend that the foundations be supported on a properly prepared native medium dense or better subgrade or on structural fill placed above suitable native soils for uniform foundation support. Foundations should not be supported on loose soils or undocumented fill soils. Fill soils containing organic material were encountered in test pit TP-6 in the approximate southeast comer of the planned restaurant to a depth of 2'/z feet below existing ground surface. In order to limit foundation and floor slab settlements to within tolerable limits, we recommend that these soils be overexcavated and replaced with structural fill. Subgrade Verification: The foundation subgrade should be observed and probed in the field by a qualified ZZA representative prior to placement of any formwork, reinforcement steel, structural fill, or concrete. All footing subgrades should be founded in those soils described in the Bearing Subgrade section of this report. Zones of loose, soft or otherwise unsuitable soil encountered in the footing subgrade should be overexcavated and replaced with properly compacted structural fill or lean -mix concrete with a minimum 125 psi 28-day compressive strength. The overexcavation should extend laterally away from the base of the overexcavation a distance equal to the depth of the overexcavation. BogLng Pressures: Continuous or column footings bearing directly on those soils recommended in the Bearing Subgrade section of this report may be designed for a maximum allowable, net, bearing pressure of 2,500 psf. A one-third increase of the bearing pressure may be used for short-term dynamic loads such as wind and seismic forces. Shallow Footing Depth and Width: The bottoms of all exterior footings should bear at least 18 inches below adjacent outside grade. We recommend that all continuous (wall) and isolated (column) footings be at least 18 and 24 inches wide, respectively. 1-2393 Golden Corral. 160 of 193 Taco Time, Federal Way ZZA0.2 Teciinical'lnformation Repoff- - -- Golden Corral 1-2383 April 24, 2006 Page 7 Settlement: Assuming the foundation subgrade soils are prepared and the foundation elements are designed in accordance with recommendations contained herein, we estimate that total and ' differential settlements will be less than one inch and % inch, respectively. IDrainage Considerations I' Perimeter Footing Drains: We recommend a perimeter foundation drainage system around the building. Drains are also recommended behind all retaining walls. Retaining wall drainage systems should be sloped to drain by gravity to a suitable discharge location. Water from ' downspouts and surface water should be independently collected and routed to a storm water management system. Additionally, we recommend that the finished grades around the building ' be designed to route surface water away from the canopy. Perimeter Building Grades: Final exterior grades should promote free and positive drainage I from the building area at all times. Water must not be allowed to pond or to collect adjacent to foundations or within the immediate building area. We recommend that a gradient of at least 3 percent for a minimum distance of 10 feet from the building perimeter be provided, except in ' paved locations. In paved areas, a minimum gradient of one percent should be provided. Slab -On -Grade Floors 1 We anticipate that concrete slab -on -grade floors are planned for the restaurant. The slab -on - grade should be founded directly on compacted native soils or at least one foot structural fill compacted to at least 95 percent of the modified Proctor maximum dry density (ASTM D 1557) placed above compacted native soils. The subgrade soils below the structural fill should consist of native soils. The slab subgrade should be observed by a ZZA representative to determine if ' soft or otherwise unsuitable soils are present below the slab -on -grade. We recommend that the floor slab be underlain by at least 6 inches of clean, well -graded sand and gravel to function as a capillary break. Material consisting of sand and gravel with no more than 10 percent passing the No. 10 sieve and no more than 3 percent fines content be used as the capillary break material. An impervious vapor barrier, such as Visqueen, is recommended between the capillary break and the slab. We recommend the use of a puncture -resistant, 6-mil or thicker vapor barrier for use directly under the slab. The edges of the vapor barrier should ' overlap at least 12 inches and be sealed with tape or in accordance with the manufacturer's recommendations. The moisture protection details should be reviewed by the architect and owner and additional, more stringent moisture protection details should be specified if required ' for protection -of floor finishes. We recommend that the designer and contractor refer to ACI 302 for procedures and cautions regarding the use and placement of a vapor barrier. Backfiilled Walls and Retaining Structures The following parameters are recommended for the design of rigid, laterally loaded retaining structures, including concrete retaining walls, founded on properly compacted native soil or ' structural fill, with level, clean, granular back -fill. These values are not applicable to sloping 1 J-2383 Golden Carat May 10th, 2013 Page 161 of 193 Taco Time, FederW'VPay ZZA ANN echrucal IntormaUort Report May 10th. 2013 Golden Corral 1-2383 April 241 2006 Page 8 backfills, backfills composed of non -granular soil materials, basement walls, braced walls, or tied -back walls or for walls greater than 12 feet in height. Rockery Considerations Rockery construction is craft and depends greatly on the experience of the contractor- constructing the rockery. Rockeries are not typical retaining structures, but more of a weathering and erosion protection facing for stable cut and fill slopes. Therefore, the degree of retention is greatly dependent on the size and competency of the rock facing and drainage provided. It appears that rockeries may be used as part of the potential grading for the project. It appears that cut rockeries may be utilized along the eastern portions of the site and potentially at the western edge of the site. These rockeries will likely expose dense glacial till for a good portion of the rockery. Provided these assumptions are true, it is our opinion that the rockeries are feasible for this project. In addition, a few other geotechnical considerations need to be addressed for the rockeries. • In order to provide drainage behind the rockeries, a footing drain as described in the Permanent Drainage section should be placed at the base of all rockeries and a ' minimum 12-inch width of clean, 2- to 4-inch crushed quarry rock be placed behind the rock facing for the full height of the rockery; • The rockeries should be spaced such that no rockeries, adjacent footings, and drive lanes or parking areas are located within a distance of l % times the height of the rockery; ' • Minimum width of the base rock should be one-third the overall height of the rockeries or a three-man rock, whichever is greater; • The base rock should be embedded a minimum of 12-inches; and We recommend that the rockeries be constructed in accordance with the recommendations set out in the Associated Rockery Contractors (ARC) Standard Rockery Construction Guidelines ' and that an experienced rockery contractor be contracted to perform the construction. Wall Drainage: To preclude the build-up of hydrostatic pressure, we recommend that a minimum width of 2 feet of clean, granular; free -draining material should extend from the footing drain at the base of the wall to the ground surface, to prevent the buildup of hydrostatic forces. Wall drain aggregate should conform to the 2006 WSDOT Standard Specification ' Gravel Backfill fdr"Walls. If aggregate such as 9-03.12(4), Gravel Backfill for Drains, or 9- 03.12(5) Gravel Backfill for Drywells, is used, we recommend that it be separated from the Backfill soils with a non -woven filter fabric such as Mirafi 140N or equivalent. It should be realized that the primary purpose of the free draining material is reduction in hydrostatic pressures. Alternately, the walls should be designed for full hydrostatic conditions. Backfill Qom action: To prevent the build-up of lateral soil pressures in excess of the recommended design pressures, over -compaction of the fill behind the wall should be avoided; I J-2383 Golden Coma] Page 162 of 193 Taco Time, Federal Way Technical Information Report ZZAGolden Corral ' -383 44 IL_ j-2006 April 24, age 9 Page 9 .=AM ' however, a lesser degree of compaction may permit excessive post -construction settlements. Backfill above a 60-degree plane projected upward from the base of the wall footing should be ' placed in horizontal lifts not exceeding 8 inches in loose depth and compacted by small, hand - operated compaction equipment to about 90 percent of the modified Proctor maximum dry density. Remaining backfill should be compacted in accordance with the compaction recommendations provided in the Fill Placement and Compaction Criteria sections of this report. ' C;radina and Capping: To retard the infiltration of surface water into the wall backfill soils, the backfill surface of exterior walls should be adequately sloped to drain away from the wall. We also recommend that the backfill surface directly behind the wall be capped with asphalt, ' concrete, or one foot of low -permeability soil. If low permeability soils are used as a cap, we recommend that a separation fabric (similar to Mirafi 140N) be placed above the drainage aggregate prior to placing the cap material. Applied Loads: Overturning and sliding loads applied to retaining walls can be classified as active, at -rest, surcharge, and hydrostatic pressures. Our recommended methods of calculating design pressures are discussed in the following paragraphs. ■ Active and At -Rest Pressures: Yielding (cantilever) retaining walls should be designed to ' withstand an appropriate active lateral earth pressure, whereas non -yielding (restrained) walls should be designed to withstand an appropriate at -rest lateral earth pressure. The at -rest case is applicable where retaining wall movement is confined to less than 0.005 H, where H is the wall height. If greater movement is possible, the active case applies. A wall movement of about 0.02 H will be required to develop the full passive pressure. These pressures act over ' the entire back of the wall and vary with the backslope inclination. For retaining walls up to 12 feet in height with a level backslope, we recommend using active and at -rest pressures (given as equivalent fluid unit weights) of 35 and 55 pcf, respectively. ' - Surcharize Pressures: The above equivalent fluid pressures are based on the assumption of a uniform horizontal backfill and no buildup of hydrostatic pressure behind the wall. ' Surcharge pressures due to sloping ground, adjacent footings, vehicles, construction equipment, etc. must be added to these values. ' " Hydrostatic Pressures: If groundwater is allowed to saturate the backfill soils, hydrostatic pressures will act against a retaining wall; however, if the recommended drainage system is included with each retaining wall, we do not expect that hydrostatic pressures will develop. ' Resisting Forces: Active and at -rest pressures for conventional retaining wall foundations are resisted by a combination of passive lateral earth pressure, base friction, and subgrade bearing capacity. Passive pressure acts over that portion of the embedded of the walls more than 18 inches below the finished surface grade. For retaining walls with a level foreslope and zero hydrostatic pressure behind the wall, we recommend using allowable design values of 300 pcf ' and 0.35 for passive pressure and base friction coefficient, respectively. These values include a safety factor of 1.5. 1 1-2383 Golden Corral May 10th, 2013 163 of 193 Taco Time, Federal Way Technical Information Report ZZA. Golden Corral ' J-2 April 24, 20060b Page 10 1 Utility Penetrations Through Backfilled Walls: Care should be taken where utilities penetrate ' through backfilled walls. Minor settlement of the wall backfill soils can impart significant soil loading on utilities, and some form of flexible connection may be appropriate at backfilled wall penetrations:, Pavement Design Pavement Maintenance: Pavement design is a compromise between high initial cost and low maintenance, and low initial cost coupled with a need for periodic repairs. As a result, the owner should take part in development of an appropriate pavement section. Critical features which ' determine the durability of the surfacing include the stability of the subgrade, presence or absence of moisture, free water, organics, the fines content of the subgrade soils, traffic volumes, and frequency of use of heavy vehicles. ' Subgrade Preparation: We recommend that all structural fill soils placed beneath pavement sections be compacted to at least 95 percent of the modified Proctor maximum dry density for that material. In cut areas, we recommend that the subgrade be prepared as recommended in the Site Preparation section, with the exposed subgrade compacted to a dense and non -yielding condition. ' As halt Thickness: For pavement areas on native soils or structural fill, we recommend the following minimum pavement sections be used: 1 • Auto Parkin Area: Three inches asphaltic concrete over four inches crushed aggregate base course. ' + Driveways, Fire Lanes and Hew Traffic Areas: Four inches asphaltic concrete over five inches of crushed aggregate base course. Although a variety of less costly pavement sections are available, we recommend these sections in consideration of the anticipated subgrade soils, usage and design life. A minimum 3-inch ' thickness of asphaltic concrete is now recommended by the Asphalt Institute, even for car parking areas. We are available to provide alternative pavement sections, if required, taking into 'the consideration the possibility of reduced design life and more frequent maintenance. For example, ATB could be considered in lieu of crushed rock if protection of the subgrade is required due to scheduling of earthwork. 1 Sub ade Soils: The native subgrade soils are anticipated to consist of sandy silt and silty sand with varying amounts of gravel and cobbles. We anticipate that the eastern half of the site will be a chi` area and the cuts will extend into the native, glacial till. All fill used to raise low areEa must have pavement support characteristics at least equivalent to the existing soils and must be placed under engineering controlled conditions. 1 Base and As halt Materials: The pavement design recommendations assume that the subgrade and any structural fill will be prepared in accordance with the recommendations presented in this ' l-2383 Golden Corral May 10th, 2013 Page 164 of 193 Taco Time, Federal Way X ZZAGolden Corral 'MON ]-2383 April 24, 2006 Page ] 1 ' report. All fill, as well as the upper 12 inches beneath the pavement surface should be compacted to a minimum of 95 percent relative compaction, using AASHTO T-180 (ASTM: D- 1557). Specifications for manufacturing and placement of pavements and crushed top course should conform to specifications presented in Divisions 5 and 4, respectively, of the 2006 Washington State Department of Transportation, Standard Specications for Roads, Bridges, and Municipal Construction. We recommend that the crushed aggregate base course conform to WSDOT Standard Specification Section 9-03.9(3). In lieu of crushed gravel base, asphalt -treated base (ATB) can be substituted. The ATB would provide a more durable wearing surface if the pavement subgrade areas will be exposed to construction traffic prior to final paving with hot -mix asphalt. ' We recommend that the asphalt cement conform to Section 9-02.1(4) for PG 64-22 Performance Grade Asphalt Cement. We also recommend that the gradation of the asphalt aggregate conform to the aggregate control points for '/ inch or '/ inch mixes as presented in Section 9-03.8(6), ' HMA Proportions of Materials. CLOSURE The conclusions and recommendations presented in this report are based, in part, on the explorations accomplished for this study. The number, location, and depth of the explorations ' were completed within the constraints of budget and site access so as to yield the information to formulate the recommendations. Project plans were in the preliminary stage at the time of this report preparation. We therefore recommend that ZZA be provided the opportunity to review the project plans and specifications when they become available in order to confirm that the recommendations and design considerations presented in this report have been properly ' interpreted and implemented into the project design package. The integrity of earthwork, structural fill, and foundation and pavement performance depend ' greatly on proper site preparation and construction procedures. We recommend that ZZA be retained to provide geotechnical engineering services during the earthwork -related construction phases of the project. If variations in the subsurface conditions are observed at that time, a ' qualified engineer would be able to provide additional geotechnical engineering recommendations to the contractor and design team in a timely manner as the project construction progresses. ' The analysis and recommendations presented in this report are based upon the data obtained from the borings performed at the indicated locations and from other information discussed in ' this report. This report does not reflect variations that may occur between borings, across the site, or due to the modifying effects of weather. The nature and extent of such variations may not become,evident until during or after construction. If variations appear, we should be immediately; -t notified so that further evaluation and supplemental recommendations can be provided. The scope of services for this project does not include either specifically or by implication any ' environmental or biological (e.g., mold, fungi, bacteria) assessment of the site or identification or IJ-2383 Golden Corral Page 165 of 193 1 -- - Taco Time, Federal Way Tuchntcal rrfarrmatr�� T6FFi-.-7ff3-- P1 ZZA ava 6- IN Golden Corral -2383 April 24, 2006 Page 12 prevention of pollutants, hazardous materials or conditions. If the owner is concerned about the potential for such contamination or pollution, other studies should be undertaken. This report has been prepared for the exclusive use of our client for specific application to the project discussed and had been prepared in accordance with generally accaoted geotechnical engineering practices. No warranties, either expressed or implied, are intended or made. Site safety, excavation support, and dewatering requirements are. the responsibility of others. In the event that changes in the nature, design, or location of the project as outlined in this report are planned, the conclusions and recommendation contained in thes report should not be considered valid unless ZZA reviews the changes and either verifies or modifies the conclusions of this report in writing. We appreciate the opportunity to have been of service on this project and would be pleased to discuss the contents of this report or other aspects of this project with you at your convenience. If you have any questions, please do not hesitate to call. Respectfully submitted, Zipper Zeman Associates, Inc. i Barbara A. Gallagher. E.I.T. Staff Engineer John E. Zipper, P.E. President X Er ASS f 124 i o-7 Enclosures: Figure 1 — Site and Exploration Plan ' Appendix A — Fiel&Procedures and Exploration Logs Appendix B — Laboratory Testing and Classification Distribution: 2 copies to Jenelle Taflin/PacLand I 1-2383 Golden Corral Page 166 of 193 Taco Time. Federal Way Techrical� Information Report May 10th2013 N fL I C6 I ------ ------ ...... Taco Time, Federal Way 0 ZZA J 2383 Golden Corral Technical Information Report APPENDIX A FIELD EXPLORATION PROCEDURES AND LOGS Golden Corral J-2383 April 24, 2006 Page 13 May 10th, 2013 Page 168 of 193 Taco Time, Federal Way Technical Information Report ZZA Golden Corral 'INN 1-2383 April24 20060Q6 Page 14 1 J-2383 FIELD EXPLORATION PROCEDURES Our field exploration programs for this project included completion of 6 test pits on February 20, 2006. The approximate locations of all of the explorations completed to date are presented on Figure 1, the Site and Exploration Plan. Exploration locations for the evaluation of the restaurant, drives, and parking lot were, in part, determined by representatives of ZZA by measuring distances from existing site features with a tape relative to the Conceptual Site Plan, dated January 12, 2006. As such, the exploration locations should be considered accurate to the degree implied by the measurement method. The following sections describe our procedures 1 associated with the exploration. Descriptive logs of the explorations are enclosed in this appendix. Test Pit Procedures ' Test pits were excavated with a rubber -tired backhoe, operated by an independent excavation firm (Larson Excavating) working as a subcontractor to ZZA. A representative of our firm continuously logged the test pits. The test pit logs presented in this appendix are based upon the excavation characteristics, observation of the samples secured, laboratory test results, and field logs. The various types of soils are indicated as well as the depth where the soils or characteristics of the soils changed. It should be noted that these changes may have been gradual, and if the changes occurred between sample intervals, they were inferred, I J-2383 Golden Corml May 10th, 2013 169 of 193 Taco Time, Federal Way Technical Information Report May 10th, 2013 PROJECT: Golden Corral j JOB No. J-2383 I TEST PITS 1.6 PAGE t OF2 Location: Federal way, Washington I Amroximate Elevation: NIA ' Test Pit TP-1 De th feet Material Description Sample a No. ' 0.0 — 2.0 Grass over 1-inch topsoil over stiff, moist, red -brown, S-1 @ 1 foot gravelly, sandy SILT with trace cobbles MC =18 % FC = 66% 2.0 —12.0 Dense to very dense, moist, gray, silty, gravelly SAND with S-2 @ 12.0 feet trace cobbles (Glacial Till) MC = 11 % Test Pit completed at 12 feet below existing ground surface. ' No groundwater seepage observed. ' Depth (feet) Test Pit TP-2 Material Descri #ion Sample No. 0.0 — 2.5 Grass and blackberry bushes over 2-inches topsoil over S- I rcl 1.0 feet medium dense, moist, red -brown, gravelly, silty SAND with MC = 10% ' trace cobbles 2.5 — 12.0 Dense to very dense, moist, gray, silty, gravelly SAND with S-2 @ 10.0 feet ' trace cobbles (Glacial Till) MC = 10 % Test Pit completed at 12 feet below existing ground surface. No groundwater seepage observed. Test Pit TP-3 Depth ffeeo Material Description Sample No. ' 0.0 — 0.5 Grass and blackberry bushes over 2-inches topsoil over medium dense, moist, gray, silty, gravelly SAND (Till Fill) ' 0.5 — 3.0 Stiff, moist, red -brown, gravelly, sandy SILT with trace cobbles S-1 @ 1.0 foot MC =14% 3.0 — 11.0 Very dense, moist, gray, silty, gravelly SAND with some S-2 @ 8.0 feet cobbles (Glacial Till) MC =10% Test Pit completed at 11 feet below existing ground surface. No groundwater seepage observed. Test Pit TP-4 Depth feet Material Description Sample No. ' 0.0 — 0.5 Tree stumps and brush over mulch 0.5 — 1.0 Medium dense, moist, gray, silty, gravelly SAND (Till Fill) 1.0 — 4.0 Medium dense to dense, moist, brown, silty SAND with S-1 @ 1.5 feet ' trace to some gravel MC = 18% 4.0 — 14.0 Very dense, moist, gray, silty, gravelly SAND with trace S-2 @ 10.0 feet ' cobbles (Glacial Till) Test Pit completed at 14 feet below existing ground surface. MC = 10% No groundwater seepage observed. Zipper Zeman Associates, Inc. TEST PIT LOGS FIGURE 2 Geotechnlcal & Environmental Consulting Date Logged: 212012006 Logged by: BAG 170 of 193 Taco Time, Federal Way Technical Information Report May 10th, 2013 PROJECT: Golden Corral j JOB No. J-2383 I TEST PITS 1-6 PAGE 2 OF2 Location: Federal Way, Washington I Approximate Elevation. NIA Test Pit TP-5 Depth (feet) Material Description Sample Now 0.0 — 0.5 Sparse grass over %2 inch topsoil over Medium dense, moist, gray, silty, gravelly SAND (Till Fill) 0.5 — 3.0 Medium dense, moist, brown, silty SAND with trace to some S-1 @ 1.5 feet gravel (Fill) (1-inch irrigation line @ 1.0 feet) MC =12% 3.0 — 6.0 Very dense, moist, gray, silty, gravelly SAND with trace S-2 @ 6.0 feet cobbles (Glacial Till) MC =12% Test Pit completed at 6 feet below existing ground surface. No groundwater seepage observed. Test Pit TP-6 Depth (feet) Material Description Sample No, 0.0 — 2.5 Loose to medium dense, moist, dark brown, silty, gravelly S-1 @ 1.0 feet SAND with trace wood (Fill) (1-inch irrigation line @ 1.0 MC =15% feet) Organics = 7% 2.5 — 4.0 Medium dense to dense, moist, brown, silty, gravelly SAND S-2 @ 3.0 feet MC = 15% 4.0 — 12.0 Very dense, moist, gray, silty, gravelly SAND with trace S-3 @ 12.0 feet cobbles (Glacial Till) MC =12% Test Pit completed at 12 feet below existing ground surface. No groundwater seepage observed. Zipper Zeman Associates, Inc. TEST PIT LOGS FIGURE 2 Geotechnical & Envlronmental Consulting Date Logged: 212012006 , Logged by: BAG Page 171 of 193 Taco Time, Federal Way IF APPENDIX B LABORATORY TESTING PROCEDURES AND RESULTS Golden Corral 3-2383 April 24, 2006 Page I5 J-2383 Golden Comal Page 172 of 193 Taco Time, Federal Way Technical Information Report May 10th, 2013 r ZZA 1 J-2383 LABORATORY TESTM13 PROCEDURES Golden Corral 1-2383 April 24, 2006 Page 16 A series of laboratory tests were performed during the course of this study to evaluate the index and geotechnical engineering properties of the subsurface soils. Descriptions of the types of tests performed are given below. Visual Classification Samples recovered from the exploration locations were visually classified in the field during the exploration program. Representative portions of the samples were carefully packaged in moisture tight containers and transported to our laboratory'where the field classifications were verified or modified as required. Visual classification was generally done in accordance with the Unified Soil Classification system. Visual soil classification includes evaluation of color, relative moisture content, soil type based upon grain size, and accessory soil types included in the sample. Soil classifications are presented on the exploration logs in Appendix A. Moisture Content Determinations Moisture content determinations were performed on representative samples obtained from the exploration in order to aid in identification and correlation of soil types. The determinations were made in general accordance with the test procedures described in ASTM: D 2216. The results are shown on the exploration logs in Appendix A and noted as MC. 200 Nash A 200 wash determines the percent of material contained in a soil sample that is finer that a 751tm (No.200) sieve. A 200 wash analyses was performed on a representative sample in general accordance with ASTM: D-1140. The results of this analysis for the sample was used in classification of the soil, and is presented on the exploration log as fines content, noted as FC. Grain Size Analysis A grain size analysis indicates the range - in diameter of soil particles included in a particular sample. Grain size analyses were performed on representative samples in general accordance with ASTM: D-422. The results of the grain size determinations, for the samples were used in classification of the soils, and are presented in this appendix. Organic Content Test The organic content of one near -surface sample was determined by AASHTO T-267, Organic Content by Loss on Ignition. 3-2383 Golden Corral Page 173 of 193 Taco Time, Federal Way T-echnk;aHnfzfrmatorr'Rep'uM- p 1 1 1 1 1 1 9 $, 7+ m W 6i z z 51 LU W ¢{ Cl. t1 Z 11 GRAIN SIZE ANALYSIS Test Results Summary ASTM D 422 VII 11 milli I IN �I111111111 lull 1 1000.000 100.000 10.000 1.000 0.100 0.010 0.001 PARTICLE SIZE IN MILLIMETERS Coarse Fine Coarse Medium 7Fine SIR Clay BOULDERS COBBLES 1 GRAVEL SAND FINE GRAINED Comments: Exploration_j Sample Depth (feet) Moisture (%} Fines (%) Description TP-3 S-2 8 10 21.7 silty gravelly SAND ZZA JOB NO: J-2363 PROJECT NAME: Zipper Zeman AssacirIts, Jr,�_ DATE OF TESTING: 2127/2006 Golden Corral Geotechnical and Environmental Consulting Page 174 of 193 Taco Time, Federal Way Technical Information Report May 10th, 2013 ZZA Z'r er Zeman Associates, Inc. Geotechnical and Environmental Consulting rml NO A 1rerrecon Company J-23 83 April 24, 2006 Golden Northwest Enterprises 6872 NW Lois Drive Silverdale, Washington 93838 Attention: . Mr. Brian Kim Subject: Geotechnical Evaluation Proposed Golden Corral Restaurant Federal Way, Washington Dear Mr. Kim: In accordance with your request and written authorization, Zipper Zeman Associates, Inc. (ZZA) has completed a Subsurface Exploration and Geotechnical Engineering Evaluation for the above - referenced project. This report has been prepared in accordance with generally accepted geotechnical engineering practices for the exclusive use of Golden Northwest Enterprises and their designers, for specific application to the referenced project and site location. SCOPE OF SERVICES The authorized scope of services completed by ZZA for this project included a visual site reconnaissance, subsurface exploration, field and laboratory testing, engineering analyses, and preparation of this report. This report was prepared in general accordance with our Proposal for Geotechnical Engineering Services (P-3187) dated January 27, 2006. Written authorization to proceed with this evaluation was provided on February 6, 2006, SITE AND PROJECT DESCRIPTION The subject site is located at 35500 Enchanted Parkway South in Federal Way, Washington and is recorded as being 2.63 acres in size. The site is bordered to the west by the Enchanted Parkway South and commercial development, to the north by commercial development, to the south by commercial development and South 356th Street and to the east by undeveloped land. The site is developed with an office building, detached garage and an espresso stand. Several gravel and mulch storage piles are located in the northeastern quarter of the site and are separated by block retaining walls. A few trees and bushes are scattered throughout the site and a small nursery is located in the approximate center of the site. The site slopes downward to the west at an average slope of about 10 percent with overall topographic relief on the order of approximately 40 feet. We understand that the proposed project will consist of demolition of the existing office building ' and garage, removal of the existing espresso stand, and construction of an approximately 10,700 square foot restaurant with associated parking to the south and east of the building. Based on 1 18905 331 Avenue West #117, Lynnwood, WA 98036 425-771-3304 Fax: 425-771-3549 Page 175 of 193 Taco Time, Federal Way ZZA I -Ali 2kb Technical Information Report May 10th, 2013 Golden Corral -2383 April 24, 2006 Page 2 conversations with the project civil engineer, we understand that the project will likely involve cut areas on the east side of the site and fill areas on the west side of the site. Rockeries will be constructed near the west side of the restaurant, east of the proposed parking and along the northern edge of the entire site. However, at the time of this report, no grading information was available for our review. SUBSURFACE CONDITIONS We completed six tests pits at the approximate locations as presented on Figure 1, Site and Exploration Plan. Descriptive test pit logs and exploration procedures can be found in Appendix A of this report. Appendix B contains laboratory testing procedures and results. In general, test pits TP-1 and TP-2 encountered a couple of inches of topsoil immediately underlain by medium dense, gravelly, silty sand to medium stiff to stiff, gravelly, sandy silt to depths of 2 to 2.5 feet. At this depth, dense to very dense silty, gravelly sand was encountered to the full depth of the excavation (12 feet). This soil layer is interpreted to be glacial till. Test pits TP-1 through TP-3 encountered grass and blackberry bushes over 1 to 2 inches of topsoil that supported much of the root structure. Test pit TP-4 encountered tree stumps and about 6 inches of mulch. Medium dense silty gravelly sand that was interpreted as glacial till fill was encountered to depths of about 6 inches in test pits TP-3 through TP-5 and to a depth of I foot in test pit TP-4. Fill material consisting of dense, silty sand with varying amounts of gravel was encountered in test pits TP-5 and TP-6 to depths of 3 and 2%z feet, respectively. The topsoil, mulch and fill was underlain by stiff, sandy silt and medium dense silty sand with varying amounts of gravel to depths of 2 to 4 feet below existing ground surface in test pits TP-3 through TP-6. This was underlain by very dense, moist, silty, gravelly sand that was interpreted as glacial till to the full depths of the excavations ranging from 6 to 14 feet below existing ground surface. Groundwater Conditions Groundwater was not encountered in any of the explorations. Groundwater conditions should be expected to fluctuate throughout the year depending upon site utilization, precipitation variation and other factors. Although we did not observe active seepage, it is typical for perched groundwater to be present within fill soils overlying a less permeable soil stratum such as the glacial till. Seismic Criteria Based on the soil conditions encountered in the test pits advanced at the project site, as well as our understanding of local geology, the subsurface site conditions are interpreted to correspond to a Site Class C as defined by 1615.1.1 of the 2003 IBC. Site Class C applies to an average soil profile within the top 100 feet consisting predominantly of stiff soils. These soils are characterized by Standard Penetration Test blowcounts greater than 50, a shear wave velocity of between 1,200 and 2,500 feet per second, and an undrained shear strength greater than 2,000 pounds per square foot. I J-2383 Golden Corral Page 176 of 193 Taco Time, Federal Way ZZA Technical Information Report May 10th, 2013 Golden Corral J-2383 April 24, 2006 Page 3 Geotechnical earthquake engineering input to development of the general design response spectrum of the International Building Code 2003 requires a site class definition and short period (Ss) and a 1-second period (Si) spectral acceleration values. The USGS National Seismic Hazard Mapping Project t :Ile hazma s.us ov computes the 1996 spectral ordinates (5 percent damping) at periods of 0.2 and 1.0 seconds for ground motions at the project site with a 2 percent probability of exceedance in 50 years as 1.23g and 0.39g. Therefore, we recommend that Ss and S1 be assigned values of 1.23 and 0.39, respectively. We recommend that the ground motion values presented in Figures 1615(1) and 1615(2) of the 2003 IBC be used to confirm the appropriate design accelerations. The site soils are not considered to be prone to liquefaction due to its relative density, grain size distribution, and the lack of saturated soil conditions. The potential for seismic related settlement is considered low. Based on our analyses, foundation bearing capacity failure is considered unlikely, and settlement of greater than 1 inch is considered unlikely during a design -level earthquake. CONCLUSIONS AND RECOMMENDATIONS In our opinion the proposed development appears feasible from a geotechnical engineering standpoint. Based on the subsurface conditions encountered in the excavations, it is our opinion that the building can be supported by the medium dense or better native soils on conventional shallow foundations. The design recommendations presented in this report are based on the observed soil conditions and on the assumption that earthwork for site grading, utilities, foundations, retaining walls, and pavements will be monitored by a qualified geotechnical engineer from ZZA. ' Site Preparation Clearing and Stripping: Site preparation will require removing surface vegetation and or rich topsoil, or other deleterious materials in planned building and pavement areas. In addition, existing fill soils present within the planned building footprint should be removed. We estimate that the average topsoil thickness varies between approximately I to 2 inches where grass and ' blackberry bushes are present on the north side of the property. In addition, areas of deeper organics should be expected to be encountered where trees and old mulch piles are present. The stripped topsoil and roots should be considered unsuitable for reuse as structural fill. Actual removal depths should be determined by a qualified geotechnical engineer at the time of grading based on the subgrade material's organic content and stability. Drainage Considerations. Stripping, excavation, grading, and subgrade preparation should be performed in a manner and sequence that will provide drainage at: all times and provide proper control of erosion. Although groundwater was not encountered in any of the explorations perched groundwater can develop above the glacial till contact after periods of extended precipitation. Accumulated water must be removed from work areas immediately prior to ' performing further work in the area. Equipment access may be limited and the amount of soil IJ-2383 Golden Corral Page 177 of 193 I n Taco Time, Federal Way ZZA xw�_ MININ Technical Information Report May 10th, 2013 Golden Corral J-238 3 April 24, 2006 Page 4 rendered unfit for use as structural fill may be greatly increased if drainage efforts are not accomplished in a timely manner. Existing Structures: A one story office building with an attached garage was located in the western half of the property at the:time of our investigation. In addition, a drive -through espresso stand was located north and west of the office building. Any existing underground structures (e.g., septic tanks, wells, pipelines, foundations, utilities, etc.) should be removed, relocated, or abandoned, as necessary, in accordance with all local, state and federal regulations. Localized excavations made for removal of structures, utilities, and the removal of unsuitable fill materials should be prepared in accordance with the Subgrade Preparation section of this report. The overexcavation should be backfilled with structural fill material placed and compacted in accordance with the Fill Placement and Compaction sections of this report. Ort-Site Soil Considerations: The on -site soils disclosed in all the test pits are considered to be ' sensitive to moisture due to the relatively high fines content of the soils. Thus, if construction activities take place during extended wet weather periods, or if the in -situ moisture conditions are elevated above the optimum moisture content, they could become soft, yielding, or unable to ' be compacted to required criteria. This may require the use of import granular fill if the site soils become too wet to obtain adequate compaction. 5ubUade Preparation: Prior to placing fill, we recommend that the exposed subgrade within the building and pavement areas should be proofrolled with heavy rubber -tired construction equipment, such as a fully -loaded tandem -axle dump truck, (in the presence of the geotechnical engineer) to detect soft and/or yielding soils. The exposed subgrade soils should be firm, unyielding, and meet a minimum compaction of 95 percent of the maximum laboratory density, as determined by ASTM D-1557. In the event that compaction fails to meet the specified ' criteria, the upper 12 inches of subgrade should be scarified and moisture conditioned, as necessary to obtain at least 95 percent of the maximum laboratory density. Those soils which are soft, yielding, or unable to be compacted to the specified criteria should be overexcavatod and ' replaced with suitable material. Overexcavations should be backfilled with structural fill material placed and compacted in accordance with the Structural Fill section of this report. Subgrade preparation and selection, placement, and compaction of structural fill should be performed ' under engineering controlled conditions in accordance with the project specifications. Frozen Subgrade Soils: If earthwork takes place during freezing conditions, all exposed subgrades should be allowed to thaw and then be recompacted prior to placing subsequent lifts of structural fill or foundation components. Alternatively, the frozen material could be stripped ' from the subgrade to reveal unfrozen soil prior to placing subsequent lifts of fill or foundation components. The frozen soil should not be reused as structural fill until allowed to thaw and adjusted to the proper moisture content, which may not be possible during winter months. Geotechnical Monitorinl7: The Geotechnical Engineer of record should be present during site preparation operations to observe stripping and grubbing depths, observe the removal of buried 1 structures, such as underground utilities, or foundations, observe the proof rolling operations, and to evaluate the exposed subgrade. ' 3-2383 Golden Corral Page 178 of 193 Taco Time, Federal Way ZZA 1 Structural Fill Technical Information Report May 10th, 2013 Golden Corral ]-2383 April 24, 2006 Page 5 ' The following sections present our recommendations for compaction and placement of structural fill. Structural fill includes any fill material placed. under footings, pavements, or other permanent structures or facilities. Sub de Verification and Compaction Testing Regardless of material or location, all fill material should be placed over properly compacted subgrades in accordance with the Site Preparation section of this report. The condition of all subgrades should be verified by the Geotechnical Engineer before fill placement or earthwork grading begins. Earthwork monitoring and field density testing should be performed during grading to provide a basis for opinions concerning the degree of soil compaction attained. Laboratory Testing: Representative samples of materials to be utilized as compacted fill should be analyzed in a laboratory to determine their physical properties. If any material other than that previously tested is encountered during grading, the appropriate analysis of this material should be conducted. Samples should be submitted at least 72 hours prior to importing to the site. Re -Use of On -Site Soils: With the exception of the organic -rich topsoil and fill containing deleterious material, it is our opinion that the soils encountered on the site are considered suitable for reuse as structural fill from a compositional standpoint. Organic -rich soil is defined as soils having 5% or more organics. Organic -rich soil was disclosed in test pit TP-6 at a depth of 1 foot and is likely present to depths of 2% feet at this location due to indications that this is the location of an older mulch storage area. Provided the soil does not contain significant organic content or other deleterious materials, and is placed and compacted in accordance with the Compaction Criteria section of this report, the on -site soils may be reused as structural fill for foundation and pavement support ' Re -Use of Topsoil: The organic -rich soils may be used in non-structural areas, e.g., landscape areas, provided settlements beyond what is typical in building and parking areas can be tolerated. Otherwise, it should be wasted from the site. Imported Structural Fill Material: Materials typically used for imported structural fill include pit -run sand and gravel, various mixtures of sand, silt and gravel, and crushed recycled concrete. . Recycled concrete is suitable for structural fill provided the material is thoroughly crushed to a well -graded, 2- to 3-inch minus product and is free of deleterious materials such as wood. Structural fill materials should be free of deleterious, organic, or frozen matter and should contain'-tto chemicals that may result in the material being classified as "contaminated". Imported fill should meet the requirements of section 9-03.14(1), Gravel Borrow as presented in WSDOT 2006 Standard Specifications for Road, Bi-idgf and Municipal Construction: _. Fill Placement: Fill material should be moisture conditioned and compacted in controlled horizontal layers not exceeding 10 inches in loose thickness, and each layer should be thoroughly compacted to the required level with suitable equipment for the soil conditions. 1 J-2383 Golden Corral Page 179 of 193 11 Taco Time, Federal Way ZZA Z.2 ME Technical Information Report May 10th, 2013 Golden Corral 1.2383 April 24, 2006 Page 6 Compaction. Criteria: Each layer of fill should be compacted to at least 95 percent of the maximum laboratory dry density as determined by the ASTM D-1557 Modified Proctor Compaction Test. Where moisture content of the fill or density testing yields compaction results less than 95 percent, additional compaction effort and/or moisture conditioning, as necessary, should be performed, until the fill material is in accordance with the compaction requirements. Fill Material - Moisture Content: All fill material placed must be moisture conditioned, as necessary, to within f2 percent of the optimum moisture content for compaction. If excessive moisture in the fill results in failing results or an unacceptable "pumping" or yielding condition, then the fill should be allowed to dry until the moisture content is within the necessary range to meet the required compaction requirements or reworked until acceptable conditions are obtained. Shallow Foundations 1 In our opinion, conventional spread footings are suitable for support of the proposed building, provided the bearing soils are prepared in accordance with the recommendations presented herein. I u 11 u Bearing Subgrade: We recommend that the foundations be supported on a properly prepared native medium dense or better subgrade or on structural fill placed above suitable native soils for uniform foundation support. Foundations should not be supported on loose soils or undocumented fill soils. Fill soils containing organic material were encountered in test pit TP-6 in the approximate southeast corner of the planned restaurant to a depth of 2% feet below existing ground surface. In order to limit foundation and floor slab settlements to within tolerable limits, we recommend that these soils be overexcavated and replaced with structural fill. subgrade Verification: The foundation subgrade should be observed and probed in the field by a qualified ZZA representative prior to placement of any formwork, reinforcement steel, structural fill, or concrete. All footing subgrades should be founded in those soils described in the Bearing Subgrade section of this report. Zones of loose, soft or otherwise unsuitable soil encountered in the footing subgrade should be overexcavated and replaced with properly compacted structural fill or lean -mix concrete with a minimum 125 psi 28-day compressive strength. The overexcavation should extend laterally away from the base of the overexcavation a distance equal to the depth of the overexcavation. Bearing_ Pressures: Continuous or column footings bearing directly on those soils recommended in the Bearing Subgrade section of this report may be designed for a maximum allowable, net, bearing pressure of 2,500 psf. A one-third increase of the bearing pressure may be used for short-term dynamic loads such as wind and seismic forces. Shallow_ Footing Doth-and Width: The bottoms of all exterior footings should bear at least 18 inches below adjacent outside grade. We recommend that all continuous (wall) and isolated (column) footings be at least 18 and 24 inches wide, respectively. 1-2383 Golden Corral Page 180 of 193 1 Taco Time, Federal Way k Technical Information Report May 10th, 2013 Golden Corral 1-2383 April 24, 2006 Page 7 Settlement: Assuming the foundation subgrade soils are prepared and the foundation elements are designed in accordance with recommendations contained herein, we estimate that total and differential settlements will be less than one inch and N inch, respectively. Drainage Considerations Perimeter looting Drains: We recommend a perimeter foundation drainage system around the building. Drains are also recommended behind all retaining walls. Retaining wall drainage systems should be sloped to drain by gravity to a suitable discharge location. Water from downspouts and surface water should be independently collected and routed to a storm water management system. Additionally, we recommend that the finished grades around the building be designed to route surface water away from the canopy. Perimeter Building Grades: Final exterior grades should promote free and positive drainage from the building area at all times. Water must not be allowed to pond or to collect adjacent to foundations or within the immediate building area. We recommend that a gradient of at least 3 percent for a minimum distance of 10 feet from the building perimeter be provided, except in paved locations. In paved areas, a minimum gradient of one percent should be provided. Slab -On -Grade Floors We anticipate that concrete slab -on -grade floors are planned for the restaurant. The slab -on - grade should be founded directly on compacted native soils or at least one foot structural fill compacted to at least 95 percent of the modified Proctor maximum dry density (ASTM D 1557) placed above compacted native soils. The subgrade soils below the structural fill should consist of native soils. The slab subgrade should be observed by a ZZA representative to determine if soft or otherwise unsuitable soils are present below the slab -on -grade. We recommend that the floor slab be underlain by at least 6 inches of clean; well -graded sand and gravel to function as a capillary break. Material consisting of sand and gravel with no more than 10 percent passing the No. 10 sieve and no more than 3 percent fines content be used as the capillary break material. An impervious vapor barrier, such as Visqueen, is recommended 1 between the capillary break and the slab. We recommend the use of a puncture -resistant, 6-mil or thicker vapor barrier for use directly under the slab. The edges of the vapor barrier should 1 overlap at least 12 inches and be sealed with tape or in accordance with the manufacturer's recommendations. The moisture protection details should be reviewed by the architect and owner and additional, more stringent moisture protection details should be specified if required ' for protection of floor finishes. We recommend that the designer and contractor refer to ACI 302 for procedures and cautions regarding the use and placement of a vapor barrier. Backfilled Walls and Retaining Structures L The followingparameters are recommended for the design f rigid, p gn o laterally loaded retaining ' structures, including concrete retaining walls, founded on properly compacted native soil or structural fill, with level, clean, granular backfill. These values are not applicable to sloping J-2383 Golden Comet Page 181 of 193 u Taco Time, Federal Way ZZA Zvi Technical Information Report May 10th, 2013 Golden Corral J-2383 April 24, 2006 Page 8 backfills, backfills composed of non -granular soil materials, basement walls, braced walls, or tied -back walls or for walls greater than 12 feet in height. Rockery Considerations Rockery construction is craft and depends greatly on the experience of the contractor constructing the rockery. Rockeries are not typical retaining structures, but more of a weathering and erosion protection facing for stable cut and fill slopes. Therefore, the degree of retention is greatly dependent on the size and competency of the rock facing and drainage provided. It appears that rockeries may be used as part of the potential grading for the project. It appears that cut rockeries may be utilized along the eastern portions of the site and potentially at the western edge of the site. These rockeries will likely expose dense glacial till for a good portion of the rockery. Provided these assumptions are true, it is our opinion that the rockeries are feasible for this project. In addition, a few other geotechnical considerations need to be addressed for the rockeries. In order to provide drainage behind the rockeries, a footing drain as described in the Permanent Drainage section should be placed at the base of all rockeries and a minimum 12-inch width of clean, 2- to 4-inch crushed quarry rock be placed behind the rock facing for the full height of the rockery; • The rockeries should be spaced such that no rockeries, adjacent footings, and drive lanes or parking areas are located within a distance of 1 % times the height of the rockery; • Minimum width of the base rock should be one-third the overall height of the rockeries or a three-man rock, whichever is greater; • The base rock should be embedded a minimum of 12-inches; and We recommend that the rockeries be constructed in accordance with the recommendations set out in the Associated Rockery Contractors (ARC) Standard Rockery Construction Guidelines ' and that an experienced rockery contractor be contracted to perform the construction. Wall Draina e: To preclude the build-up of hydrostatic pressure, we recommend that a ' minimum width of 2 feet of clean, granular; free -draining material should extend from the footing drain at the base of the wall to the ground surface, to prevent the buildup of hydrostatic forces. Wail drain aggregate should conform to the 2006 WSDOT Standard Specification Gravel Backfill fdr"'Walls. If aggregate such as 9-03.12(4), Gravel Backfill for Drains, or 9- ' 03.12(S) Gravel Backfill for Drywells, is used, we recommend that it be separated from the backfill soils with a non -woven filter fabric such as Mirafi 140N or equivalent. It should be realized that the primary purpose of the free draining material is reduction in hydrostatic pressures. Alternately, the walls should be designed for full hydrostatic conditions. ' Backfill Compaction: To prevent the build-up of lateral soil pressures in excess of the recommended design pressures, over -compaction of the fill behind the wall should be avoided; I J-2383 Golden Corral Page 182 of 193 u Taco Time, Federal Way ZZA ZNQ Technical Information Report May 10th, 2013 Golden Corral 1-2383 April 24, 2006 Page 9 however, a lesser degree of compaction may permit excessive post -construction settlements. Backfill above a 60-degree plane projected upward from the base of the wall footing should be placed in horizontal lifts not exceeding 8 inches in loose depth and compacted by small, hand - operated compaction equipment to about 90 percent of the modified Proctor maximum dry density. Remaining backfill should be compacted in accordance with the compaction recommendations provided in the Fill Placement and Compaction Criteria sections of this report. Grading and Capping: To retard the infiltration of surface water into the wall backfill soils, the backfill surface of exterior walls should be adequately sloped to drain away from the wall. We also recommend that the backfill surface directly behind the wall be capped with asphalt, concrete, or one foot of low -permeability soil. If low permeability soils are used as a cap, we recommend that a separation fabric (similar to Mirafi 140N) be placed above the drainage aggregate prior to placing the cap material. Applied Loads: Overturning and sliding loads applied to retaining walls can be classified as active, at -rest, surcharge, and hydrostatic pressures. Our recommended methods of calculating design pressures are discussed in the following pan, ggapim ■ active and At -Rest Pressures: Yielding (cantilever) retaining walls should be designed to withstand an appropriate active lateral earth pressure, whereas non -yielding (restrained) walls should be designed to withstand an appropriate at -rest lateral earth pressure. The at -rest case is applicable where retaining wall movement is confined to less than 0.005 H, where H is the wall height. If greater movement is possible, the active case applies. A wall movement of about 0.02 H will be required to develop the full passive pressure. These pressures act over the entire back of the wall and vary with the backslope inclination. For retaining walls up to ' 12 feet in height with a level backslope, we recommend using active and at -rest pressures (given as equivalent fluid unit weights) of 35 and 55 pcf, respectively. ■ Surcharge Pressures: The above equivalent fluid pressures are based on the assumption of a uniform horizontal backfill and no buildup of hydrostatic pressure behind the wall. Surcharge pressures due to sloping ground, adjacent footings, vehicles, construction ' equipment, etc. must be added to these values. ' Hydrostatic Pressures: If groundwater is allowed to saturate the backfill soils, hydrostatic pressures will act against a retaining wall; however, if the recommended drainage system is included with each retaining wall, we do not expect that hydrostatic pressures will develop. ' Resisting Forces: Active and at -rest pressures for conventional retaining wall foundations are .;resisted by a combination of passive lateral earth pressure, base friction, and subgrade bearing capacity. Passive pressure acts over that portion of the embedded of the walls more than 18 inches below the finished surface grade. For retaining walls with a level foreslope and zero hydrostatic pressure behind the wall, we recommend using allowable design values of 300 pcf ' and 0.35 for passive pressure and base friction coefficient, respectively. These values include a safety factor of 1.5. 1 J-2383 Golden Corral Page 183 of 193 ' Taco Time, Federal Way ZZA Technical Information Report May 10th, 2013 Golden Corral 3-2383 April 24, 2006 Page 10 1 Utility Penetrations Throuh Backfilled Walls: Care should be taken where utilities penetrate ' through backflled walls. Minor settlement of the wall backfill soils can impart significant soil loading on utilities, and some form of flexible connection may be appropriate at backfilled wall penetrations: ' Pavement Design Pavement Maintenance: Pavement design is a compromise between high initial cost and low maintenance, and low initial cost coupled with a need for periodic repairs. As a result, the owner should take part in development of an appropriate pavement section. Critical features which determine the durability of the surfacing include the stability of the subgrade, presence or absence of moisture, free water, organics, the fines content of the subgrade soils, traffic volumes, and frequency of use of heavy vehicles. Sub rode Preparation: We recommend that all structural fill soils placed beneath pavement sections be compacted to at least 95 percent of the modified Proctor maximum dry density for ' that material. In cut areas, we recommend that the subgrade be prepared as recommended in the Site Preparation section, with the exposed subgrade compacted to a dense and non -yielding condition. Asphalt Thickness: For pavement areas on native soils or structural fill, we recommend the following minimum pavement sections be used: ' # Auto Parking Area: Three inches asphaltic concrete over four inches crushed aggregate base course. ' • Drivewa s Fire Lanes and Hoyy Traffic Areas: Four inches asphaltic concrete over five inches of crushed aggregate base course. Although a variety of less costly pavement sections are available, we recommend these sections in consideration of the anticipated subgrade soils, usage and design life. A minimum 3-inch ' thickness of asphaltic concrete is now recommended by the Asphalt Institute, even for car parking areas. We are available to provide alternative pavement sections, if required, taking into the consideration the possibility of reduced design life and more frequent maintenance. For ' example, ATB could be considered in lieu of crushed rock if protection of the subgrade is required due to scheduling of earthwork. ' Sbgrade Soils: The native subgrade soils are anticipated to consist of sandy silt and silty sand with varying amounts of gravel and cobbles. We anticipate that the eastern half of the site will be a c6r area and the cuts will extend into the native, glacial till. All fill used to raise low areas Imust have pavement support characteristics at least equivalent to the existing soils and must be placed under engineering controlled conditions. - Base and Asphalt Materials: The pavement design recommendations assume that the subgrade and any structural fill will be prepared in accordance with the recommendations presented in this ' J-2383 Golden Corral Page 184 of 193 Taco Time, Federal Way ZZA Technical Information Report May 10th, 2013 Golden Corral 1-2383 April 24, 2006 Page 1 l report. All fill, as well as the upper 12 inches beneath the pavement surface should be compacted to a minimum of 95 percent relative compaction, using AASHTO T-180 (ASTM: D- 1557). Specifications for manufacturing and placement of pavements and crushed top course should conform to specifications presented in Divisions 5 and 4, respectively, of the 2006 Washington State Department of Transportation, Standard Specifications for Roads, Bridges, and Municipal Construction. We recommend that the crushed aggregate base course conform to WSDOT Standard Specification Section 9-03.9(3). In lieu of crushed gravel base, asphalt -treated base (ATB) can be substituted. The ATB would provide a more durable wearing surface if the pavement subgrade areas will be exposed to construction traffic prior to final paving with hot -mix asphalt. We recommend that the asphalt cement conform to Section 9-02.1(4) for PG 64-22 Performance Grade Asphalt Cement. We also recommend that the gradation of the asphalt aggregate conform to the aggregate control points for '/z inch or % inch mixes as presented in Section 9-03.8(6), HMA Proportions of Materials. CLOSURE The conclusions and recommendations presented in this report are based, in part, on the explorations accomplished for this study. The number, location, and depth of the explorations were completed within the constraints of budget and site access so as to yield the information to formulate the recommendations. Project plans were in the preliminary stage at the time of this report preparation. We therefore recommend that ZZA be provided the opportunity to review the project plans and specifications when they become available in order to confirm that the recommendations and design considerations presented in this report have been properly interpreted and implemented into the project design package. The integrity of earthwork, structural fill, and foundation and pavement performance depend greatly on proper site preparation and construction procedures. We recommend that ZZA be retained to provide geotechnical engineering services during the earthwork -related construction phases of the project. If variations in the subsurface conditions are observed at that time, a qualified engineer would be able to provide additional geotechncal engineering recommendations to the contractor and design team in a timely manner as the project construction progresses. The analysis and recommendations presented in this report are based upon the data obtained from the borings performed at the indicated locations and from other information discussed in this report. This report does not 'reflect variations that may occur between borings, across the site, or due to the modifying effects of weather. The nature and extent of such variations may not becoine evident until during or after construction. If variations appear, we should be immediately..�,t notified so that further evaluation and supplemental recommendations can be provided. The scope of services for this project does not include either specifically or by implication any environmental or biological (e.g., mold, fungi, bacteria) assessment of the site or identification or 1 J-2383 Golden Corral Page 185 of 193 7 u Taco Time, Federal Way zzt;7 Mill Technical Information Report May 10th, 2013 Golden Corral 1-2383 April 24, 2006 Page 12 prevention of pollutants, hazardous materials or conditions. If the owner is concerned about the potential for such contamination or pollution, other studies should be undertaken. This report has been prepared for the exclusive use of our client for specific application to the project discussed and had been prepared in accordance with generally accaoted geotechnical engineering practices. No warranties, either expressed or implied, are intended or made. Site safety, excavation support, and dewatering requirements are. the responsibility of others. In the event that changes in the nature, design, or location of the project as outlined in this report are planned, the conclusions and recommendation contained in then report should not be considered valid unless ZZA reviews the changes and either verifies or modifies the conclusions of this report in writing. We appreciate the opportunity to have been of service on this project and would be pleased to discuss the contents of this report or other aspects of this project with you at your convenience. If you have any questions, please do not hesitate to call. Respectfully submitted, Zipper Zeman Associates, Inc. 1 Barbara A. Gallagher. E.I.T. Staff Engineer �`- G �3yi John E. Zipper, P.E. President r :r EXPIASS f j 2`1' p `7 Enclosures: Figure 1 — Site and Exploration Plan ' Appendix A — Fielffrocedures and Exploration Lags Appendix B — Laboratory Testing and Classification Distribution: 2 copies to Jenelle Taflin/PacLand I 1 ]-2383 Golden Corral Page 186 of 193 ' Taco Time, Federal Way ZZA 1 1 1 1 1 1 1 1 1 ' J-2383 Golden Corral Technical Information Report APPENDIX A FIELD EXPLORATION PROCEDURES AND LOGS May 10th, 2013 Golden Corral J-2383 April 24, 2006 Page 13 Page 187 of 193 ' Taco Time, Federal Way ,3ZA A 1 Technical Information Report May 10th, 2013 Golden Corral J-2383 April 24, 2006 Page 14 ' J-2383 FIELD EXPLORATION PROCEDURES 1 Our field exploration programs for this project included completion of 6 test pits on ' February 20, 2006. The approximate locations of all of the explorations completed to date are presented on Figure 1, the Site and Exploration Plan. Exploration locations for the evaluation of the restaurant, drives, and parking lot were, in part, determined by representatives of ZZA by ' measuring distances from existing site features with a tape relative to the Conceptual Site Plan, dated January 12, 2006. As such, the exploration locations should be considered accurate to the degree implied by the measurement method. The following sections describe our procedures ' associated with the exploration. Descriptive logs of the explorations are enclosed in this appendix. ' Test Pit Procedures Test pits were excavated with a rubber -tired backhoe, operated by an independent excavation firm (Larson Excavating) working as a subcontractor to ZZA. A representative of our firm continuously logged the test pits. ' The test pit logs presented in this appendix are based upon the excavation characteristics, observation of the samples secured, laboratory test results, and field logs. The various types of ' soils are indicated as well as the depth where the soils or characteristics of the soils changed. It should be noted that these changes may have been gradual, and if the changes occurred between sample intervals, they were inferred. I J-2383 Golden Corral Page 188 of 193 ' 1 CtUU I ifTl U, FvvepI pl YYp PROJECT: Golden Corral Location: Federal Way. V Technical Information Report JOB No. J-2383 TEST PITS 1-6 Approximate Elevation: NIA Test Pit TP-1 Depth (feet) Material Description 0.0 — 2.0 Grass over 1-inch topsoil over stiff, moist, red -brown, gravelly, sandy SILT with trace cobbles 2.0 —12.0 Dense to very dense, moist, gray, silty, gravelly SAND with trace cobbles (Glacial Till) Test Pit completed at 12 feet below existing ground surface, No groundwater seepage observed. Test Pit TP-2 De th feet Material_ Description 0.0 — 2.5 Grass and blackberry bushes over 2-inches topsoil over medium dense, moist, red -brown, gravelly, silty SAND with trace cobbles 2.5 —12.0 Dense to very dense, moist, gray, silty, gravelly SAND with trace cobbles (Glacial Till) Test Pit completed at 12 feet below existing ground surface. No groundwater seepage observed. Test Pit TP-3 Depth (feet Material Description Grass and blackberry bushes over 2-inches topsoil over medium dense, moist, gray, silty, gravelly SAND (Till Fill) 0.5 — 3.0 Stiff, moist, red -brown, gravelly, sandy SILT with trace cobbles 3.0 —11.0 Very dense, moist, gray, silty, gravelly SAND with some cobbles (Glacial Till) Test Pit completed at 11 feet below existing ground surface. No groundwater seepage observed. Test Pit TP-4 Depth feet Material Description 0.0 — 0.5 Tree stumps and brush over mulch 0-5-1.0 Medium dense, moist, gray, silty, gravelly SAND (Till Fill) 1.0 — 4.0 Medium dense to dense, moist, brown, silty SAND with trace to some gravel 4.0 — 14.0 Very dense, moist, gray, silty, gravelly SAND with trace cobbles (Glacial Till) Test Pit completed at 14 feet below existing ground surface. No groundwater seepage observed. May 10th, 2013 PAGE 1 OF2 Sample No. S-1 @ 1 foot MC =18 % FC = 66% S-2 @ 12.0 feet MC = 11 % Sample No. S-1 @ 1.0 feet MC = 10% S-2 @ 10.0 feet MC=10% Sample No. S-I @ 1.0 foot MC = 14% S-2 @ 8.0 feet MC = 10% S Mple No. S-1 @ 1.5 feet MC = 18% S-2 @ 10.0 feet MC = 10% Zipper Zeman Associates, Inc. TEST PIT LOGS FIGURE 2 Geotechnical & Environmental Consulting Date Logged: 2120/2006 Logged by: BAG Page 189 of 193 Technical Information Report Mav 10th. 2013 ' Taco Time, Federal Way PROJECT: Golden Corral Location: Federal Dgth (feet) ' 0.0 — 0.5 0.5 — 3.0 ' 3.0 — 6.0 Depth (feet) ' 0.0 — 2.5 ' 2.5 — 4.0 4.0 —12.0 1 1 1 Wa JOB No. J-2383 I TEST PITS 1-6 Approximate Elevation: NIA Test Pit TP-5 Material Descrintion Sparse grass over'/2 inch topsoil over Medium dense, moist, gray, silty, gravelly SAND (Till Fill) Medium dense, moist, brown, silty SAND with trace to some gravel (Fill) (1-inch irrigation line @ 1.0 feet) Very dense, moist, gray, silty, gravelly SAND with trace cobbles (Glacial Till) Test Pit completed at 6 feet below existing ground surface. No groundwater seepage observed. Test Pit TP-6 Material Descrintion Loose to medium dense, moist, dark brown, silty, gravelly SAND with trace wood (Fill) (I-inchirrigation line @ 1.0 feet) Medium dense to dense, moist, brown, silty, gravelly SAND Very dense, moist, gray, silty, gravelly SAND with trace cobbles (Glacial Till) Test Pit completed at 12 feet below existing ground surface. No groundwater seepage observed. 'zz Zipper Zeman Associates, Inc. EN, Geotechnical & Environmental Consulting TEST PIT LOGS Date Logged: 2120/2006 PAGE 2 OF2 Sample No. S-1 @ 1.5 feet MC = 12% S-2 @ 6.0 feet MC = 12% Sample No. S-1 @ 1.0 feet MC =15% Organics = 7% S-2 @ 3.0 feet MC =15% S-3 @ 12.0 feet MC = 12% FIGURE 2 Logged by: BAG Page 190 of 193 Taco Time, Federal Way ZZA 1 1 1 1 1 t 1 ' 1-2383 Golden Corral Technical Information Report APPENDIX B LABORATORY TESTING PROCEDURES AND RESULTS May 10th, 2013 Golden Corral J-2383 April 24, 2006 Page 15 Page 191 of 193 Taco Time, Federal Way Technical Information Report May 10th, 2013 ZZA J-2383 LABORATORY TESTING PROCEDURES Golden Corral ]-2383 April 24, 2006 Page 16 A series of laboratory tests were performed during the course of this study to evaluate the index and geotechnical engineering properties of the subsurface soils. Descriptions of the types of tests performed are given below. Visual Classification Samples recovered from the exploration locations were visually classified in the field during the exploration program. Representative portions of the samples were carefully packaged in moisture tight containers and transported to our laboratory where the field classifications were verified or modified as required. Visual classification was generally done in accordance with the Unified Soil Classification system. Visual soil classification includes evaluation of color, relative moisture content, soil type based upon grain size, and accessory soil types included in the sample. Soil classifications are presented on the exploration logs in Appendix A. Moisture Content Determinations ' Moisture content determinations were performed on representative samples obtained from the exploration in order to aid in identification and correlation of soil types. The determinations were made in general accordance with the test procedures described in ASTM: ' D-2216. The results are shown on the exploration logs in Appendix A and noted as MC. 200 Wash A 200 wash determines the percent of material contained in a soil sample that is finer that a 75µm (No.200) sieve. A 200 wash analyses was performed on a representative sample in general accordance with ASTM: D-1140. The results of this analysis for the sample was used in classification of the soil, and is presented on the exploration log as fines content, noted as FC. Grain Size Analysis A grain size analysis indicates the range • in diameter of soil particles included in a particular sample. Grain size analyses were performed on representative samples in general accordance with ASTM: D-422. The results of the grain size determinations. for the samples were used in classification of the soils, and are presented in this appendix. Organic Content Test The organic content of one near -surface sample was determined by AASHTO T-267, Organic Content by Loss on Ignition. I ]-2383 Golden Corral Page 192 of 193 Federal Way Technical Information Report GRAIN SIZE ANALYSIS Test Results Summary 2 ME >n W Z LL H z W 0 W I1 ASTM D 422 1111 milli 11 milli 11 loll 11 u III 1000.000 100,000 10.000 1.000 0.100 0.010 0.001 PARTICLE SIZE IN MILLIMETERS Coarse Fine Coarse Medium Fine Sll Clay BOULDERS COBBLES GRAVEL SAND FElvE GRAINED IJomi-nSnts: Exploration Sample Depth (feet) Moisture (%) Fines (%) Description TP-3 S-2 a 10 21.7 silty gravelly SAND �A JOB NO: J-2383 PROJECT NAME: v Zipper ZeMan Associates. Inc. DATE OF TESTING: 2127/2006 Golden Corral .� Geotechnical and Environmental Consulting 13 Page 193 of 193 END OF TECHNICAL INFORMATION REPORT